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Home My WebLink About2792 HIGHLAND DR; ; CBR2023-0997; PermitBuilding Permit Finaled Residential Permit Print Date: 09/17/2024 Job Address: Permit Type: Parcel #: Valuation: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: 2792 HIGHLAND DR, BLDG-Residential 1S61411600 $64,154.13 CARLSBAD, CA 92008-1516 Work Class: Track#: Lot#: Project#: Plan#: Construction Type: Orig. Plan Check#: Plan Check#: Addition Description: MARKHAM: ADDITION (286 SF)/DECK (132 SF)/PATIO (53 SF) Applicant: TISHA MARKHAM 2792 HIGHLAND DR CARLSBAD, CA 92008 FEE BUILDING PLAN CHECK DECKS/BALCONY-NEW/REPLACE PATIO -FRAME WITH COVER Property Owner: TISHA MARKHAM 2792 HIGHLAND DR CARLSBAD, CA 92008 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: $2,958.49 Total Payments To Date: $2,958.49 Permit No: Status: (city of Carlsbad CBR2023-0997 Closed -Finaled Applied: 03/01/2023 Issued: 02/27/2024 Fina led Close Out: 09/17/2024 Final Inspection: 09/09/2024 INSPECTOR: Alvarado, Tony Renfro, Chris AMOUNT $813.15 $315.00 $115.00 Balance Due: $3.00 $1,330.00 $8.34 $292.00 $82.00 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date t his permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov {City of Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION B-1 Job Address 2792 highland dr Unit: _____ .APN: 156-141-16-00 CT/Project #: __________________ Lot #: ____ Year Built: _1_94_2 _______ _ BRIEF DESCRIPTION OF WORK: residential addition, new bedroom, add roofline, new deck, redo bathroom G] New SF : Living SF, 371 Deck SF, 100 Patio SF, ____ Garage SF __ _ Is this to create an Accessory Dwelling Unit? O Y O N New Fireplace? O YO N, if yes how many? ___ _ D Remodel: _____ SF of affected area Is the area a conversion or change of use? 0 Y G N □ Pool/Spa: ____ SF Additional Gas or Electrical Features? ____________ _ 0 Solar: ___ KW, ___ Modules, Mounted:ORoof OGround, Tilt: ()YON, RMA: C)Y ON, Battery:OYO N, Panel Upgrade: Ov ON Other: PRIMARY APPLICANT PROPERTY OWNER Name: James and Tisha Markham Name: James and Tisha Markham Address: 2792 Highalnd dr Address: 2792 Highland Dr City: carlsbad State:_c_a __ .Zip: 92008 City: Carlsbad state:~Zip:_9_20_0_8 __ _ Phone: 760-207-9448 Phone: 760-207-9448 Email: james@crackheads.com Email: james@crackheads.com DESIGN PROFESSIONAL /\ ' CONTRACTOR OF RECORD Name: L e,.'n~ ... ~ ,-,..n~(~ed--5 Business Name: ______________ _ Address: 31.C,c;, {-;>~\lfc::U::►Qv\ J:??':f "~ .;,'-ii Address:. _______________ _ City: >~ 't)ty._ Q State: Oft Zip: c:,' 1-,\ 1-1. City: ______ State: ___ Zip: ______ _ Phone: Jr~-Ss1 -S'S'o4 Phone: _______________ _ Email: fcu ~ ~\!kC.U-'2 \q\Me• _.,nc,\\\ •e.CX. o ..oEmail: _________________ _ Architect State License: ( -2. $ S 'I Y CSLB License #: _______ Class: ______ _ Carlsbad Business License# (Required): _______ _ APPLICANT CERT/FICA TION: I certify that I have read the application ond state that the above information is correct and that the information of the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. NAME (PRINT): James Markham 1635 Faraday Ave Carlsbad, CA 92008 SIGN:~~ DATE: 12/28/2023 Ph: 760-602-2719 Fax: 7 ~ Email: Building@carlsbadca.gov REV. 10121 THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: ______ _ A BUILDING PERMIT CAN BE ISSUED TO EITHER A STATE LICENSED CONTRACTOR OR A PROPERTY OWNER. IF THE PERSON SIGNING THIS FORM IS AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LETTER IS REQUIRED PRIOR TO PERMIT ISSUANCE. (OPTION A): LICENSED CONTRACTOR DECLARATION: I herebyaffirmunder penal tyof perjury that I am licensed under provisions of Chapter9 ( commencing with Section 7000) of Division] of the Business and Professions Code, and my license is in full force and effect. I alsoaf firm under penalty of perjury one of the following declarations (CHOOSE ONE): Di have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. Policy No. ___________________________________________ _ -OR- DI have and will maintain worker's compensation, as required by Section 3700 of the labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: lnsuranceCompany Name: _______________________ _ Policy No. _____________________________ Expiration Date: ________________ _ -OR- D Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage Is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000.00, In addition the to the cost of compensation, damages as provided for In Section 3706 of the labor Code, interest and attorney's fees. CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name: _______________________ Lender's Address: ______________________ _ CONTRACTOR CERT/FICA T/ON: The applicant certifies that all documents and plans clearly and accurately show all existing and proposed buildings, structures, access roads, and utilities/utility easements. All proposed modifications and/or additions are clearly labeled on the site plan. Any potentially existing detail within these plans Inconsistent with the site plan are not approved for construction and may be required to be altered or removed. The city's approval of the application Is based on the premise that the submitted documents and plans show the correct dimensions of; the property, buildings, structures and their setbacks from property lines and from one another; access roads/easements, and utilities. The existing and proposed use of each building as stated is true and correct; all easements and other encumbrances to development have been accurately shown and labeled as well as all on-site grading/site preparation. All Improvements existing on the property were completed In accordance with all regulations in existence at the time of their construction, unless otherwise noted. NAME {PRINT): _________ SIGNATURE: _________ DATE: _____ _ Note: If the person signing above is an authorized agent for the contractor rovide a letter of authorization on contractor letterhead. (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: ~ 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, D 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 capyof theapplicable 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:Ilwww.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 ln accordance with all regulations in existence at the time of their construction, unless otherwise noted. NAME (PRINT): James Markham Note: If the erson si nln above is an authorized a ent for the ro e 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 2 owner. Email: Building@carlsbadca.gov REV.10/2 ' C_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 2792 Highland Dr., Carlsbad, Ca 92008 The City of Carlsbad ("City") is providing you with this Owner-Builder Acknowledgment and Verification form to inform you of the responsibilities and the possible risks associated with typical construction activities issued in your name as the Owner-Builder. The City will not issue a construction permit until you have read and initialed your understanding of each provision in the Property Owner Acknowledgment section below and sign the form. An agent of the owner cannot execute this notice unless you, the property owner, complete the Owner's Authorized Agent form and it is accepted by the City of Carlsbad. INSTRUCTIONS: Please read and initial each statement below to acknowledge your understanding and verification of this information by signature at the bottom of the form. These are very important construction related acknowledgments designed to inform the property owner of his/her obligations related to the requested permit activities. I. ();;;ti understand a frequent practice of unlicensed contractors is to have the property owner obtain an "Owner· ~er" building permit that erroneously implies that the property owner is providing his or her own labor and material personally. I, as an Owner-Builder, may be held liable and subject to serious financial risk for any injuries sustained by an unlicensed contractor and his or her employees while working on my property. My homeowner's insurance may not provide coverage for those injuries. I am willfully acting as an Owner-Builder and am aware of the limits of my insurance coverage for injuries to workers on my property. 11. CJ;;n. understand building permits are not required to be signed by property owners unless they are responsible ~~ construction and are not hiring a licensed contractor to assume this responsibility. Ill. ~ understand as an "Owner-Builder" I am the responsible party of record on the permit. I understand that I ~~otect myself from potential financial risk by hiring a licensed contractor and having the permit filed in his or her name instead of my own. IV. ~understand contractors are required by law to be licensed and bonded in California and to list their license ~~rs on permits and contracts. ~understand if I employ or otherwise engage any persons, other than California licensed contractors, and r/,e total value of my construction is at least five hundred dollars ($500), including labor and materials, I may be V. considered an "employer" under state and federal law. REV. 05/22 Owner-Builder Acknowledgement Continued VI. <:);};,t understand if I am considered an "employer" under state and federal law, I must register with the state ~~deral government, withhold payroll taxes, provide workers' compensation disability insurance, and contribute to unemployment compensation for each "employee." I also understand my failure to abide by these laws may subject me to serious financial risk. VII.Qnl understand under California Contractors' State License Law, an Owner-Builder who builds single-family ~ntial structures cannot legally build them with the intent to offer them for sale, unless all work is performed by licensed subcontractors and the number of structures does not exceed four within any calendar year, or all of the work is performed under contract with a licensed general building contractor. VIII. Qn I understand as an Owner-Builder if I sell the property for which this permit is issued, I may be held liable ~Y financial or personal injuries sustained by any subsequent owner(s) which result from any latent construction defects in the workmanship or materials. IX. Qnl understand I may obtain more information regarding my obligations as an "employer" from the Internal ~ue Service, the United States Small Business Administration, the California Department of Benefit Payments, and the California Division of Industrial Accidents. I also understand I may contact the California Contractors' State License Board (CSLB) at 1-800-321-CSLB (2752) or www.cslb.ca.gov for more information about licensed contractors. X. C);;n, am aware of and consent to an Owner-Builder building permit applied for in my name, and understand ~~m the party legally and financially responsible for proposed construction activity at the following address: 2792 Highland Dr., Carlsbad, Ca 92008 XI. ~ agree that, as the party legally and financially responsible for this proposed construction activity, I will abide ~~pplicable laws and requirements that govern Owner-Builders as well as employers. XII. Qn1 agree to notify the issuer of this form immediately of any additions, deletions, or changes to any of the ~ation I have provided on this form. Licensed contractors are regulated by laws designed to protect the public. If you contract with someone who does not have a license, the Contractor's State License Board may be unable to assist you with any financial loss you may sustain as a result of a complaint. Your only remedy against unlicensed Contractors may be in civil court. It is also important for you to understand that if an unlicensed Contractor or employee of that individual or firm is injured while working on your property, you may be held liable for damages. If you obtain a permit as Owner- Builder and wish to hire contractors, you will be responsible for verifying whether or not those contractors are properly licensed and the status of their workers' compensation coverage. Before a building permit can be issued, this form must be completed, signed by the property owner and returned to the City of Carlsbad Building Division. I declare under penalty of perjury that I have read and understand all of the information provided on this form and that my responses, including my authority to sign this form, is true and correct. I am owore that I have the option to consult with legal counsel prior to signing this form, and I have either (1) consulted with legal counsel prior to signing this form or (2) have waived this right in signing this form without the advice of legal counsel. Tisha and James Markham 12/28/2023 Property Owner Name (PRINT) Date 3 REV. 05/22 Building Permit Inspection History Finaled (city of Carlsbad I PERMIT INSPECTION HISTORY for (CBR2023-0997) Permit Type: BLDG-Residential Application Date: 03/01/2023 Owner: TISHA MARKHAM Work Class: Addition Issue Date: 02/27/2024 Subdivision: PARCEL MAP NO 16290 Status: Closed -Finaled Expiration Date: 12/23/2024 Address: 2792 HIGHLAND DR IVR Number: 47054 CARLSBAD, CA 92008-1516 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Oate Start Date Status 03/26/2024 03/26/2024 BLDG-22 Sewer/Water 243223-2024 Passed Chris Renfro Complete Service Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 04/04/2024 04/04/2024 BLDG-11 244208-2024 Partial Pass Chris Renfro Reinspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 04/08/2024 04/08/2024 BLDG-66 Grout 244566-2024 Passed Tony Alvarado Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency April 8, 2024 Yes 1. foundation system, CMU block wall, pre-grout lift, per engineered, plans and details specifications -approved. 04/09/2024 04/09/2024 BLDG-11 244553-2024 Cancelled Chris Renfro Re inspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 04/17/2024 04/17/2024 BLDG-11 245410-2024 Partial Pass Chris Renfro Re inspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial pass on front foundation for Yes addition/patio add and SOG OK to pour 04/23/2024 04/23/2024 BLDG-14 246046-2024 Partial Pass Chris Renfro Reinspection Incomplete Frame/Steel/Bolting/We lding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial pass deck nail and subframe Yes 05/15/2024 05/15/2024 BLDG-15 Roof/ReRoof 248478-2024 Passed Chris Renfro Complete (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes Tuesday, September 17, 2024 Page 1 of 3 PERMIT INSPECTION HISTORY for (CBR2023-0997) Permit Type: BLDG-Residential Application Date: 03/01/2023 Owner: TISHA MARKHAM Work Class: Addition Issue Date: 02/27/2024 Subdivision: PARCEL MAP NO 16290 Status: Closed -Finaled Expiration Date: 12/23/2024 Address: 2792 HIGHLAND DR IVR Number: 47054 CARLSBAD, CA 92008-1516 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Re inspection Inspection Date Start Date Status 06/12/2024 06/1 2/2024 BLDG-18 Exterior 251473-2024 Passed Chris Renfro Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-SW-Inspection 251683-2024 Partial Pass Chris Renfro 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? 06/19/2024 06/19/2024 BLDG-84 Rough 252347-2024 Passed Chris Renfro Complete Combo(14,24,34,44) 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 06/25/2024 06/25/2024 BLDG-17 Interior 252826-2024 Passed Chris Renfro Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-SW-Inspection 252995-2024 Partial Pass Chris Renfro Reinspection Incomplete Tuesday, September 17, 2024 Page 2 of 3 PERMIT INSPECTION HISTORY for (CBR2023-0997) Permit Type: BLDG-Residential Work Class: Addition Status: Closed -Finaled Application Date: 03/01/2023 Owner: TISHA MARKHAM Issue Date: 02/27/2024 Subdivision: PARCEL MAP NO 16290 Expiration Date: 12/23/2024 IVR Number: 47054 Address: 2792 HIGHLAND DR CARLSBAD, CA 92008-1516 Scheduled Date Actual Inspection Type Start Date Inspection No. Inspection Primary Inspector Reinspection Inspection 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? COMMENTS 09/09/2024 09/09/2024 BLDG-Final Inspection 260351-2024 Tuesday, September 17, 2024 Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final COMMENTS Status Passed Chris Renfro Passed Yes Yes Yes Yes Yes Yes Yes Passed Yes Yes Yes Yes Yes Complete Page 3 of 3 RECORD COPY City of Carlsbad APR O ~ ZG24 ALLIED EARTll l'ECHNOLOGY 7915 "11 \ I I< I< , \. \ \ I 'l I . "l I l I 1 I 1 ',A'\ I >ll C11 l, l A I II l JI{'\ I \ <1: I :::!6 l'll.(~58J:'~h l(l(,~ 16191..ir.4"'.r ROB! RI ( I IA'\. I' I March 4, 2024 Steady Builders Inc. 28821 Lilac Road Valley Center, Ca. 92082 Attn : Frank Minicilli, CEO Subject: Gentlemen: Project No. 24-1106F6 Report of Foundation Trench Inspection #1 Proposed Addition to Existing Residence 2792 Highland Drive Carlsbad, California BUILDING DIVISION In accordance with your request, we have inspected the foundation trench excavations for the proposed addition to the existing residence on subject property, located at 2792 Highland Drive, in the City of Carlsbad, State of California. The results of the inspection indicated that these foundation trench excavations founded in competent natural soils; are of such dimensions as shown on the approved foundation plan, and are extended to the proper depth and bearing strata. It is recommended that these foundation trench excavations be cleared of all debris and loose soils y pnor to mg concrete. Respectfully ALLIED EA ROBERT C No. C-24613e.,, Exp. 12/31 _2 fll{.J G-oorns-?;:; Exp. 12131/,µv RECORD COPY 0 CIREMELE SURVEYING INC. City of Carlsbad APR O 8 2024 BUILDING DIVISION •164 S. Escondido Blvd, Escondido, CA 92025 •Phone (760)638-0856 April 4, 2024 Frank Minicilli Steady Builders Re: 2792 Highland Ave., Carlsbad Frank APN 156-141-16 On April 4, 2024, we staked the 20.00 foot front yard set back line at the above mentioned site. We found that the forms for the construction of the addition do not encroach into that set back. Please contact me with any questions. Sincerely, Ch C\/Lf~ Chris Ciremele, LS .DUNN SAV □tE INC. 90t!!I S. Clt::VEL.O..NO ST. OCt".ANSIDC. CA 9205 .. 7&C.98f.i.~:!155 PH.. 760.986,6:!180 rx. oei@e u RFO!!tl. CflM ~MA.IL STRUCTURA L E:N GlNEERIN B STRUCTURAL CALCULATIONS FOR MARKHAM RESIDENCE REMODEL ITEM DESIGN CRITERIA DESIGN LOADS KEY PLAN GRAVITY ANALYSIS LATERAL ANALYSIS FOUNDATION 2792 Highland Dr. Carlsbad, CA 92008 (DSI JOB NO. 23-180.00) (Client: Tisha & James Markham) AUGUST 09, 2023 TABLE OF CONTENTS CBR2023-0997 2792 HIGHLAND DR PAGE 1 2 3-4 5-49 50-59 60 MARKHAM: ADDITION (286 SF)/DECK (132 SF)IPATIO (53 SF) 1561411600 9/18/2023 CBR2023-0997 DESIGN CRITERIA DUNN SAVOIE INC. STRUCTURAL ENGINEERING 908 S. CLEVELAND ST. OCEANSIDE, CA. 92054 PH: (760) 966-6355 FAX: (760) 966-6360 JOB SHEET NO. CALCULATED BY CHECKED BY SCALE Markham Residence OF MN OATE 8/23 DATE JOB # 23-180.00 CODE: 2021 International Building Code (IBC) 2022 California Building Code (CBC) SEISMIC: Risk Category of Building: Seismic Design Category: Seismic Base Shear: For The West-East System I = e Fa= Fv = II D 1.00 1.2 1.92 Sos = 0.833 S01 = 0.485 T = 0.137 sec LIGHT-FRAME WALLS SHEATHED WITH WOOD STRUCTURAL PANELS R= 6.50 V=1.0E= 0.128 *W (StrengthDesign) no= 3.00 V = 0.7E = 0.090 *W (ASD) Cd = 4.00 V w/ p=1.3= 0.117 *W ASD Seismic Design Force WIND: Basic Wind Speed= Exposure= 96 B MPH CONCRETE: ACI 318-19 (3-sec Gust) WOOD: NOS 2018 MASONRY: TMS 2016 STEEL: AISC 16TH EDITION FOUNDATION CRITERIA CLASS 5 SOILS PER CBC TABLE 1806.2 ALLOWABLE SOIL PRESSURE FOR D+L CLASS 4 SOILS PER CBC TABLE 1806.2 LATERAL BEARING PRESSURE COEFFICIENT OF FRICTION SHORT TERM INCREASE 1500 PSF 100 PSF/FT 0.25 1.33 1 DESIGN LOADS ROOF FLOOR DEAD LOADS Tile D U N N SAVOIE I NC. S T RUCTURAL ENGINEERING 908 S . CLEVELAN D ST. OCEAN S IDE, CA. 92054 P H : (750) 955-5 3 55 FAX: (750) 955-5360 4:12 Roof Roof &Clg. Only sf 0.2 1.0 0.5 16.0 10.0 Live Load 20.0 reducible 20.0 /osf) 10.0 3/4 Plywd. Sheathing 2.5 2x 10 Floor Joists @ 16" o 2.8 Insulation 0.8 ME&P 0.9 Miscellaneous 1.0 2-ueaa Loaa 18.0 Live Load 4U.0 reducible Wood WALLS Int. Ext. DEAD LOADS (pst) (pst) w ood sId1ng L .5 1/2" Gyp 4.4 2.2 3/8" Plywood 1.1 2x4 at 16" o.c. 1.1 1.1 IBatt Insulation 1 0.8 Miscellaneous l 1.3 :E Dead Loads 7.5 9.0 2 JOB Markham Residence SHEET NO. OF CALCULATED BY MN DATE 8/23 CHECKED BY DATE SCALE JOB # 23-180.00 Ceiling Only sf 1.1 2.8 0.8 0.5 0.8 6.0 10.0 DECK DEAD LOADS /osf) Brick Laver & WaterproofinQ 15.5 3/4" Plywood 2.5 2x1 0 @ 16" o.c. 2.8 ME&P 1.0 Miscellaneous 1.2 ~ Dead Load 23.0 Live Load bU.0 ~ I ~ i § ®i ~ ©-- @ ~· @ ii 0 1.&' s · sv.1 --" A TYl"ICAI. et.a,,ec, 1110a' l"l l1"IP to ee 1!113l" <'2116! J>l>A RA'IEP lllEAtMkli CPX W Wld 8)1. • •• O.C. !.11. • •• O.C:. f F )l IIUI I..ONCi Pll'l!H&ICH Ac:IIOee RAFIEJII& f IITGR JONT&. IE) f ~ ~ At 4,12 "'1Tal EXCa"l', ••12 AT enRr' ~ f 7,12 At PATIO co.a 01STI4 OYER 4x4 Bl.K6 8 ' LAF OVER 51-lEAR ~LL FAMILY ROOM EXISTING @ ~ {:) ~. 8.i!.U 0 '&T•:124' IIPLICE IIT'lltN' f!llla @ <EJ OR 00 Pel. 2><4 111\DII f ~~-1~1icAM ING OV!lic l&t !=1-00fic ~1-AN 0 NEB <,.) ~,2 11 0-~ ~- 1 111 I ~I I l FAMILY ROOM i : Ill i I I ~ I I lt:J ,UliO r~,.,_ .,,...,. ~ I • 16. o.c. EX•STNG I I ( !4xh S'1 EJ L _ _J ct EJ I I @-----t I I I ~~L ·(EJ Cl &' T4 'co- $"° ~ I I .@..EQ§L~ nMl-1-A n !IJJW. I FTG • b FT O.C.,/ -------~ 1-,q I l\/l~lr.. I TYPICAL I I I I I I V / ·.,,, W'•I' 1'T'l"ICAL l&l l'LOO!t l'L l1'C) TO I!!! 23132' <4et») J.l>A RATE> eMEATHIHG rox HI 111d e.N. • •· o.c., E.M. • •• o .c. 4 F.N. llil.N Lot. Dtl!H&k:IN ACR:le6 JOl6T6 t IITGR JC:ltM!e. -R·oa-, ;"'--EJ , -1 ' Er ~ --•---.. •4 -.• ~--~ M I I 14'·0 ' Plfiii!&T FL.OOfiii! OYEfic Cfiii!AUJL. ePACE ~fiii!MGi 4 SI..ABA=OUNOATION F'I..AN ecAt..Er v•·•l'-4t" BREE: -4' Tlf< 111N CONC PATIO eL AT 1'11D-IIT OY!llt 2' 6'IND < YAP'Olt ~"" Ol i"!el' NEB .,:. 5 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 23-180.00 Markham Residence.ec6 UC#: KW-06014515, Build:20.23.05.25 DUNN SAVOIE INC. STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION: RR-1 -2x6 RR at 24" o.c. CODE REFERENCES Calculations per NOS 2018, IBC 2021, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2021 Wood Species Wood Grade Douglas Fir-Larch No.2 Fb + Fb - Fe -Prll Fe -Perp Fv Ft 900 psi 900 psi 1350 psi 625 psi 180 psi 575 psi E : Modulus of Elasticity Ebend-xx 1600ksi Em in bend -xx 580 ksi Density 31.21 pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase D(0 032~ Lr(0.04) D(0.032~Lr(0.04) 2x6 2x6 Span= 9.50 n Span = 1.50 n 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 = 0.0160, Lr = 0.020 ksf, Tributary Width= 2.0 ft, (Roof) Load for Span Number 2 Uniform Load: D = 0.0160, Lr = 0.020 ksf, Tributary Width = 2.0 ft, (Roof) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.72~ 1 Maximum Shear Stress Ratio Section used for this span 2x6 Section used for this span fb: Actual = 1,225.38psi fv: Actual F'b = 1,681.88psi F'v Load Combination +D+Lr Load Combination Location of maximum on span = 4.617ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.209 in Ratio= 545>=240 Span: 1 : Lr Only Max Upward Transient Deflection -0.099 in Ratio= 364 >=240 Span: 2 : Lr Only Max Downward Total Deflection 0.376 in Ratio= 303>=180 Span: 1 : +D+Lr Max Upward Total Deflection -0.178 in Ratio = 202 >=180 Span: 2 : +D+Lr Maximum Forces & Stresses for Load Combinations Load Combination ax ress Ra 10s Segment Length Span# M V CD CM Ct CLx C Cfu c . Cr I D Only Length = 9. 50 ft 0.450 0.160 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.34 544.6 Length = 1. 50 ft 2 0.047 0.160 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.04 57.1 +D+Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.15 Length = 9.50 ft 0.729 0.259 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.77 1,225.4 Length = 1. 50 ft 2 0.076 0.259 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.08 128.5 +D+0.750Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.15 Length = 9.50 ft 1 0.627 0.223 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.66 1,055.2 Design OK = 0.259: 1 2x6 = 58.17 psi = 225.00 psi +D+Lr = 9.075 ft = Span# 1 Shear 'ilalues F'b V fv F'v 0.0 0.00 0.0 0.0 1,211 .0 0.14 25.9 162.0 1,211.0 0.03 25.9 162.0 0.0 0.00 0.0 0.0 1,681.9 0.32 58.2 225.0 1,681.9 0.08 58.2 225.0 0.0 0.00 0.0 0.0 1,681.9 0.28 50.1 225.0 7 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 23-180.00 Markham Residence.ec6 UC#: KW-06014515, Build:20.23.05.25 DUNN SAVOIE INC. STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION: RR-2 • 2x6 RR at 24" o.c. CODE REFERENCES Calculations per NOS 2018, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2021 Wood Species Wood Grade Douglas Fir-Larch No.2 Fb + Fb - Fe· Prll Fe• Perp Fv Ft 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi E : Modulus of Elasticity Ebend-xx 1,600.0 ksi Eminbend -xx 580.0ksi Density 31.210 pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase D(O 032~Lr(0.04) 2x6 2x6 Span= 5.0 n Span= 2.0 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 = 0.0160, Lr = 0.020 ksf, Tributary Width = 2.0 ft, (Roof) Load for Span Number 2 Uniform Load: D = 0.0160, Lr = 0.020 ksf, Tributary Width = 2.0 ft, (Roof) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.1 SQ 1 Maximum Shear Stress Ratio Section used for this span 2x6 Section used for this span fb: Actual = 251.92psi fv: Actual F'b = 1,681.88psi F'v Load Combination +D+Lr Load Combination Location of maximum on span 2.095ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.011 in Ratio= 5660 >=240 Span: 1 : Lr Only Max Upward Transient Deflection -0.004 in Ratio= 13148 >=240 Span: 2 : Lr Only Max Downward Total Deflection 0.019 in Ratio= 3144 >=180 Span: 1 : +D+Lr Max Upward Total Deflection -0.007 in Ratio= 7304 >=180 Span: 2 : +D+Lr Maximum Forces & Stresses for Load Combinations Load Combination ax tress Rat:ios -omenf'ilalues Segment Length Span# M V CD CM Ct CLx CE Cfu Ci Cr M fb DOnly Length = 5.0 ft 0.092 0.088 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.07 112.0 Length = 2.0 ft 2 0.084 0.088 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.06 101.6 +D+Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.15 Length = 5.0 ft 0.150 0.143 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.1 5 0.16 251 .9 Length = 2.0 ft 2 0.136 0.143 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.1 5 0.14 228.5 +D+0.750Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.15 Length = 5.0 ft 0.129 0.123 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.14 216.9 Design OK = 0.143: 1 2x6 = 32.11 psi = 225.00 psi +D+Lr = 4.553ft = Span# 1 s~ F'b V fv F'v 0.0 0.00 0.0 0.0 1,211.0 0.08 14.3 162.0 1,211.0 0.05 14.3 162.0 0.0 0.00 0.0 0.0 1,681.9 0.18 32.1 225.0 1,681.9 0.11 32.1 225.0 0.0 0.00 0.0 0.0 1,681.9 0.15 27.7 225.0 6 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 23-180.00 Markham Residence.ec6 UC#: KW-06014515, Build:20.23.05.25 DUNN SAVOIE INC. STRUCTURAL ENGINEERS {c) ENERCALC INC 1983-2023 DESCRIPTION: RR-1 -2x6 RR at 24" o.c. Maximum Forces & Stresses for Load Combinations Load Combination MaxSTfessRafios omen! Values Segment Length Span# M V CD CM _c~t _C_Lx ___ cL.._ ___ ~--'--Cfu Ci Cr--M Length = 1.50 ft 2 0.066 0.223 1.25 1.00 1.00 1.00 1.300 +0.60D 1.00 1.00 1.00 1.300 Length = 9.50 ft 1 0.152 0.054 1.60 1.00 1.00 1.00 1.300 Length = 1.50 ft 2 0.016 0.054 1.60 1.00 1.00 1.00 1.300 Overall Maximum Deflections Load Combination +D+Lr Span Max. "-" Defl Location in Span 0.3762 4.723 1.00 1.00 1.15 1.00 1.00 1.15 1.00 1.00 1.15 1.00 1.00 1.15 Load Combination 1 2 0.0000 4.723 +D+Lr 0.07 0.21 0.02 Support notation : Far left is #1 fb 110.7 326.8 34.3 ~ F'b V fv F'v 1,681 .9 0.06 50.1 225.0 0.0 0.00 0.0 0.0 2,152.8 0.09 15.5 288.0 2,152.8 0.02 15.5 288.0 Max. "+" Defl Location in Span 0.0000 -0.1780 Values in KIPS 0.000 1.500 Vertical Reactions Load Combination ------------------ Max Upwar ram all Loa Conditions Max Upward from Load Combinations Max Upward from Load Cases DOnly +D+Lr +D+0.750Lr +0.60D Lr Only Support 1 Support 2 Support 3 0.333 0.459 ------- 0.333 0.459 0.185 0.255 0.148 0.204 0.333 0.459 0.287 0.395 0.089 0.122 0.185 0.255 8 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 23-180.00 Markham Residence.ec6 LIC#: KW-06014515, Build:20.23.05.25 DUNN SAVOIE INC. STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION: RR-2 -2x6 RR at 24" o.c. Maximum Forces & Stresses for Load Combinations Load Combination ~ ress a I0s ~omen Segment Length Span# M V CD CM Ct CLx C --~----~ Cfu Ci Cr M Length= 2.0ft 2 0.117 0.123 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.12 +0.60D 1.00 1.00 1.00 1.300 1.00 1.00 1.15 Length = 5.0 ft 0.031 0.030 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0,04 Length = 2.0 ft 2 0.028 0.030 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0,04 Overall Maximum Deflections Load Combination Span Max. "." Defl Location in Span Load Combination +D+Lr Vertical Reactions 1 2 0.0191 2.318 0.0000 2.318 +D+Lr Support notation : Far left is #1 a ues fb 196.8 67.2 60.9 Shear 'ilalue-s - F'b V fv F'v 1,681.9 0.10 27.7 225.0 0.0 0.00 0.0 0.0 2,152.8 0.05 8.6 288.0 2,152.8 0.03 8.6 288.0 Max. "+" Defl Location in Span 0.0000 -0.0066 Values in KIPS 0.000 2.000 Load Combination Support 1 Support 2 Support 3 --------------- Max Upwar from all Load Conditions Max Upward from Load Combinations Max Upward from Load Cases DOnly +D+Lr +D+0.750Lr +0.60D Lr Only 0.151 0.353 0.1 51 0.353 0.084 0.196 0.067 0.1 57 0.151 0.353 0.130 0.304 0.040 0.094 0.084 0.196 9 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 23-180.00 Markham Residence.ec6 UC#: KW-06014515, Build:20.23.05.25 DUNN SAVOIE INC. STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION: RR-3 -2x6 RR at 24" o.c. CODE REFERENCES Calculations per NOS 2018, IBC 2021, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2021 Wood Species Wood Grade Douglas Fir-Larch No.2 Fb + Fb- Fc -Prll Fe -Perp Fv Ft 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi E : Modulus of Elasticity Ebend-xx 1,600.0 ksi Eminbend -xx 580.0ksi Density 31.210 pct Beam Bracing Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase D(0.032~ Lr(0.04) D(0 032~ Lr(0.04) D(0 032~ Lr(0 04) 2x6 2x6 2x6 Span= 2.0 ft Span = 4.250 ft Span = 2.50 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 = 0.0160, Lr = 0.020 ksf, Tributary Width= 2 .0 ft, (Roof) Load for Span Number 2 Uniform Load : D = 0.0160, Lr= 0.020 ksf, Tributary Width = 2.0 ft, (Roof) Load for Span Number 3 Uniform Load: D = 0.0160, Lr= 0.020 ksf, Tributary Width = 2.0 ft, (Roof) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.212 1 Maximum Shear Stress Ratio Section used for this span 2x6 Section used for this span fb: Actual = 357.02psi fv: Actual F'b = 1,681.88 psi F'v Load Combination +D+Lr Load Combination Location of maximum on span = 4.250ft Location of maximum on span Span # where maximum occurs Span# 2 Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.024 in Ratio= 2518 >=240 Span: 3 : Lr Only Max Upward Transient Deflection -0.003 in Ratio= 15119 >=240 Span: 2 : Lr Only Max Downward Total Deflection 0.043 in Ratio= 1398 >=180 Span: 3 : +D+Lr Max Upward Total Deflection -0.006 in Ratio= 8399 >=180 Span: 2 : +D+Lr Maximum Forces & Stresses for Load Combinations Load Combination JiJaxS ress a IOS Segment Length Span# M V CD CM Ct CLx C Cfu c. c -r -M fb I D Only Length = 2.0 ft 0.084 0.056 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.06 101.6 Length= 4.250 ft 2 0.131 0.074 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.10 158.7 Length = 2.50 ft 3 0.131 0.074 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.10 158.7 +D+Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.15 Length = 2.0 ft 0.136 0.090 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.14 228.5 Design OK 0.120: 1 2x6 = 26.95 psi 225.00 psi +D+Lr = 4.250ft Span# 2 Sfiear Values F'b V fv F'v 0.0 0.00 0.0 0.0 1,211.0 0.05 9.0 162.0 1,211.0 0.07 12.0 162.0 1,211.0 0.07 12.0 162.0 0.0 0.00 0.0 0.0 1,681.9 0.11 20.2 225.0 10 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 23-180.00 Markham Residence.ec6 UC#: KW-06014515, Build:20.23.05.25 DUNN SAVOIE INC. STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION: RR-3 -2x6 RR at 24" o.c. Maximum Forces & Stresses for Load Combinations Load Combination ~ax Stress Ra I0s Momeni Va ues Segment Length Span# M V CD CM Ct Clx C Cfu C Cr M fb I Snear Values F'b V fv F'v Length = 4.250 ft 2 0.212 0.120 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.23 357.0 1,681.9 0.15 27.0 225.0 Length = 2.50 ft 3 0.212 0.120 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.23 357.0 1,681.9 0.15 27.0 225.0 +D+0.750Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.0 0.00 0.0 0.0 Length = 2.0 ft 0.117 0.077 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.12 196.8 1,681.9 0.10 17.4 225.0 Length = 4.250 ft 2 0.183 0.103 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.19 307.4 1,681.9 0.13 23.2 225.0 Length = 2.50 ft 3 0.183 0.103 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.19 307.4 1,681.9 0.13 23.2 225.0 +0.60D 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.0 0.00 0.0 0.0 Length = 2.0 ft 0.028 0.019 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.04 60.9 2.152.8 0.03 5.4 288.0 Length = 4.250 ft 2 0.044 0.025 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.06 95.2 2. 152.8 0.04 7.2 288.0 Length = 2.50 ft 3 0.044 0.025 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.06 95.2 2,152.8 0.04 7.2 288.0 Overall Maximum Deflections Load Combination Span Max. "-" Dell Location in Span Load Combination Max. "+" Defl Location in Span +D+Lr 1 0.0213 0.000 2 0.0000 0.000 +D+Lr +D+Lr 3 0.0429 2.500 0.0000 0.000 -0.0061 2.643 0.0000 2.643 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Max pward from al Load Conditions 0.278 0.352 Max Upward from Load Combinations 0.278 0.352 Max Upward from Load Cases 0.154 0.196 D Only 0.124 0.156 +D+Lr 0.278 0.352 +D+0.750Lr 0.239 0.303 +0.60D 0.074 0.094 Lr Only 0.154 0.196 11 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 23-180.00 Markham Residence.ec6 UC#: KW-06014515, Build:20.23.05.25 DUNN SAVOIE INC. STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION: CJ-1 -2x6 CJ at 16" o.c. CODE REFERENCES Calculations per NOS 2018, IBC 2021, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2021 Wood Species Wood Grade Douglas Fir-Larch No.2 Fb + Fb- Fc -Prll Fe -Perp Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling 0(0.0133) Lr(0.0133) 2x6 Span= 9.50 ft 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi E : Modulus of Elasticity Ebend-xx 1,600.0 ksi Eminbend -xx 580.0ksi Density 31.210 pct Repetitive Member Stress Increase Applied Loads __________ S_e_rv_ic_e loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.010, Lr = 0.010 ksf, Tributary Width = 1.330 ft, (Ceiling) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.28l 1 Maximum Shear Stress Ratio = 0.092 : 1 Section used for this span 2x6 Section used for this span 2x6 fb: Actual = 476.16psi fv: Actual = 20.79 psi F'b = 1,681.88psi F'v = 225.00 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 4.750ft Location of maximum on span = 9,049 ft Span # where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.074 in Ratio= 1547 >=240 Span: 1 : Lr Only Max Upward Transient Deflection Qin Ratio= 0 <240 n/a Max Downward Total Deflection 0.147 in Ratio= 773 >=180 Span: 1 : +D+Lr Max Upward Total Deflection O in Ratio= 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination Fiear IJalues Segment Length Span# M V CD CM Ct CLx CF Cfu c . I Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 9.50 ft 0.197 0.064 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.15 238.1 1,211.0 0.06 10.4 162.0 +D+Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.0 0.00 0.0 0.0 Length = 9.50 ft 0.283 0.092 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.30 476.2 1,681.9 0.11 20.8 225.0 +D+0.750Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.0 0.00 0.0 0.0 Length= 9.50 ft 0.248 0.081 1.25 1.00 1.00 1.00 1.300 1 00 1.00 1.15 0.26 416.6 1,681.9 0.10 18.2 225.0 +0.60D 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.0 0.00 0.0 0.0 Length = 9.50 ft 0.066 0022 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.09 142.8 2,152.8 0.03 6.2 288.0 12 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 23-180.00 Markham Residence.ec6 UC#: KW-06014515, Build:20.23.05.25 DUNN SAVOIE INC. STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION: CJ-1 -2x6 CJ at 16" o.c. Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span +D+Lr 1 0.1474 4.785 Load Combination Max. "+" Defl Location in Span 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~ll~L-o-ad~-o-nd~i~tio_n_s _____ 0.126 --0~_~12=5-------- Max Upward from Load Combinations 0.126 0.126 Max Upward from Load Cases 0.063 0.063 D Only 0.063 0.063 +D+Lr 0.126 0.126 +D+0.750Lr 0.111 0.111 +0.600 0.038 0.038 Lr Only 0.063 0.063 '-!FORTE WEB 0 12 t, 7/1~, 2.831 ill MEMBER REPORT Roof, HB-1 1 piece(s) 4 x 10 DF No.2 Sloped Length: 24' 3 5/16" 13' 5 1/4" ~1 ~ All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. T 9 5/16" DesiQn Results Actual <IP Location Allowed Result LOF Load: Combination (Pattern) Member Reaction (lbs) 2904 @ 15' 6 11/16" 7866 (3.50") Passed (37%) --1.0 D + 1.0 Lr (Adj Spans) Shear (lbs) 1306@ 16' 5 7/16" 4856 Passed (27%) 1.25 1.0 D + 1.0 Lr (Adj Spans) Moment (Ft-lbs) -2840@ 15' 6 11/16" 5615 Passed (51 %) 1.25 1.0 D + 1.0 Lr {Adj Spans) Live Load Defl. (in) 0.068 @ 8' 6 3/4" 0.683 Passed (L/999 +) --1.0 D + 1.0 Lr (Alt Spans) Total Load Den. (in) 0.122 @ 8' 5 5/8" 0.910 Passed (L/999+) --1.0 D + 1.0 Lr (Alt Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Overhang deflection criteria: LL (2L/240) and TL (2L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Bearing Length Loads to SupportS (lbs) Supports Total Available Required Dead Roof Live Factored Accessories 1 -Beveled Plate -DF 3.50" 3.50" 1.50" 268 259 528 Blocking 2 • Beveled Plate -DF 3.50" 3.50" 1.50" 1382 1521 2904 None 3 -Hanger on 9 114" DF beam 3.50" Hanger1 1.50" 462 600 1062 See note 1 • Blocking Panels are assumed to carry no loads applied directly above them and the full load 1s applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 24' olc Bottom Edge (Lu) 24' Ole •Maximum allowable bracing intervals based on applied load. Connector: Simpson Strong-Tie Support I Model l Seat Length I Top Fasteners l Face Fasteners I 3 -Face Mount Hanger I LSSR410Z I 1.88" I NIA l 22-16dx2.5 I • Refer to manufacturer notes and instructions ror proper mstallat1on and use of all connectors. Dead Roof Live Vertical Loads Location (Side) Tributary Width (0.90) (non-snow: 1.25) Convnents 0 -Self Weight (PLF) o to 23· 4" NIA 8.2 -- 1 -Tapered (PLF) o to 2· 1 7116" NIA 0.0 to 34.8 0.0 to 42.4 Generated from Roof Geometry 2 -Tapered (PLF) 2· 1 7116" to 23' 4" NIA 0.0 lo 172.4 0.0 to 212.1 Generated from Roof Geometry l 1 @! PAsslb 0 Member Length: 24' 1 718" System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Member Pitch : 2.B3I12 Member Fasteners l Accessories 18-16dx2.5 I ForteWEB Sonware Operator Manan Naik OSI Structural Engineering (562) 284-9240 manan.naik007@gmail.com Job Notes A Weyerhaeuser 8/9/2023 8:58:02 PM UTC ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1 File Name: 23-180.00 Markham Residence Page 2 / 3 14 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 23-180.00 Markham Residence.ec6 UC#: KW-06014515, Build:20.23.05.25 DUNN SAVOIE INC. STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION: RB-1 -4x8 Ridge DF#2 CODE REFERENCES ------------- Ca I cu I at ions per NOS 2018, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2021 Wood Species Wood Grade Douglas Fir-Larch No.2 Beam Bracing Beam is Fully Braced against lateral-torsional buckling D{O 096i Lr{0.12) D(0096~Lr{O 12) 4x8 4x8 Span= 2.0 ft Span = 9.250 ft Fb + Fb - Fe -Prll Fe -Perp Fv Ft • 900 psi 900 psi 1350 psi 625 psi 180 psi 575 psi E : Modulus of Elasticity Ebend-xx 1600 ksi Eminbend -xx 580ksi Density 31.21 pcf • D{O oaaiLr{0 11) • v 4x8 Span = 5.0 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 = 0.0160, Lr = 0.020 ksf, Tributary Width= 6.0 ft, (Roof) Load for Span Number 2 Uniform Load : D = 0.0160, Lr = 0.020 ksf, Tributary Width = 6.0 ft, (Roof) Load for Span Number 3 Uniform Load : D = 0.0160, Lr = 0.020 ksf, Tributary Width = 5.50 ft, (Roof) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.662 1 Maximum Shear Stress Ratio Section used for this span 4x8 Section used for this span fb: Actual = 968.64psi fv: Actual F'b = 1,462.50psi F'v Load Combination +D+Lr Load Combination Location of maximum on span = 9.250ft Location of maximum on span Span # where maximum occurs Span# 2 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.115in Ratio= 1044 >=360 Span: 3 : Lr Only Max Upward Transient Deflection -0.019 in Ratio= 2528>=360 Span: 2 : Lr Only Max Downward Total Deflection 0.207 in Ratio= 580>=240 Span: 3 : +D+Lr Max Upward Total Deflection -0.034 in Ratio= 1404 >=240 Span: 2 : +D+Lr Maximum Forces & Stresses for Load Combinations Load Combination ax ress Rat~ Segment Length Span# M V CD CM Ct CLx CF Cfu c . I Cr fb D Only Length = 2.0 ft 1 0.071 0.107 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.19 75.1 Length = 9.250 ft 2 0.409 0.179 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.10 430.5 Length = 5.0 ft 3 0.409 0.179 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.10 430.5 +D+Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.00 Length = 2.0 ft 1 0.116 0.174 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.43 169.1 Design OK = 0.290: 1 4x8 = 65.16psi = 225.00 psi +D+Lr = 8.706 ft Span# 2 ---s11ear a ues F'b V fv F'v 0.0 0.00 0.0 0.0 1,053.0 0.29 17.4 162.0 1,053.0 0.49 29.0 162.0 1,053.0 0.39 29.0 162.0 0.0 0.00 0.0 0.0 1,462.5 0.66 39.1 225.0 15 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 23-180.00 Markham Residence.ec6 UC#: KW-06014515, Build:20.23.05.25 DUNN SAVOIE INC. STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION: RB-1 -4x8 Ridge DF#2 Maximum Forces & Stresses for Load Combinations Load Combination axSTfessRa I0s Segment Length Span# M V CD CM Ct CLx C Length = 9.250 ft 2 0.662 0.290 1.25 1.00 1.00 1.00 1.300 Length = 5. O ft 3 0.662 0.290 1.25 1.00 1.00 1.00 1.300 +D+0.750Lr 1.00 1.00 1.00 1.300 Length = 2.0 ft 0.100 0.149 1.25 1.00 1.00 1.00 1.300 Length = 9.250 ft 2 0.570 0.249 1.25 1.00 1.00 1.00 1.300 Length = 5. 0 ft 3 0.570 0.249 1.25 1.00 1.00 1.00 1.300 +0.60D 1.00 1.00 1.00 1.300 Length = 2.0 ft 1 0.024 0.036 1.60 1.00 1.00 1.00 1.300 Length = 9.250 ft 2 0.138 0.060 1.60 1.00 1.00 1.00 1.300 Length = 5.0 ft 3 0.138 0.060 1.60 1.00 1.00 1.00 1.300 Overall Maximum Deflections Load Combination +D+Lr +D+Lr Span Max. "-" Defl Location in Span ----1 0.0000 0.000 2 0.0531 3.809 3 0.2065 5.000 Cfu Ci c -r - 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Load Combination +D+Lr +D+Lr M fb 2.48 968.6 2.48 968.6 0.37 145.6 2.13 834.1 2.13 834.1 0.12 45.1 0.66 258.3 0.66 258.3 Fieai'Values F'b V fv F'v 1.462.5 1.10 65.2 225.0 1,462.5 0.87 65.2 225.0 0.0 0.00 0.0 0.0 1,462.5 0.57 33.6 225.0 1,462.5 0.95 56.1 225.0 1,462.5 0.75 56.1 225.0 0.0 0.00 0.0 0.0 1,872.0 0.18 10.4 288.0 1,872.0 0.29 17.4 288.0 1,872.0 0.23 17.4 288.0 Max. "+" Defl Location in Span -0.0342 0.000 -0.0022 8.706 0.0000 8.706 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Max Upward from all Load Conditions Max Upward from Load Combinations Max Upward from Load Cases DOnly +D+Lr +D+0.750Lr +0.60D Lr Only -----------Support 1 Support 2 Support 3 Support 4 1.210 2.210 ----------- 1.210 2.210 0.672 1.228 0.538 0.982 1.210 2.210 1.042 1.903 0.323 0.589 0.672 1.228 Project Title: Engineer: Project ID: Project Descr: Markham Residence MN 23-180.00 Addition & Remodel 16 Wood Beam Project File: 23-180.00 Markham Residence.ec6 UC#: KW-06014515, Build:20.23.07.20 DESCRIPTION: RB-2 -6x8 DF#1 DUNN SAVOIE INC. STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2023 CODE REFERENCES Calculations per NOS 2018, IBC 2021, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2021 Wood Species Wood Grade Beam Bracing Douglas Fir-Larch No.1 Beam is Fully Braced against lateral-torsional buckling Fb + Fb - Fe -Prll Fe -Perp Fv Ft ! l{<0 016~Lr(0 0~) • D(0.07840~ Lr(O 0980) D(0.016vr(0 02) • 6x8 l 6x8 Span = 2.0 ft Span = 5.0 ft 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 1,600.0 ksi Eminbend -xx 580.0 ksi Density 31.210pcf • D(0.016~Lr(0 02) 6x8 Span= 4.160 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Loads on all spans ... Uniform Load on ALL spans: D = 0.0160, Lr= 0.020 ksf, Tributary Width= 4.90 ft Load for Span Number 1 Uniform Load : D = 0.0160, Lr = 0.020 ksf, Tributary Width = 1 .0 ft, (Roof) Load for Span Number 2 Uniform Load: D = 0.0160, Lr = 0.020 ksf, Tributary Width= 1.0 ft, (Roof) Load for Span Number 3 Uniform Load : D = 0.0160, Lr = 0.020 ksf, Tributary Width= 1.0 ft, (Roof) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.253: 1 Maximum Shear Stress Ratio Section used for this span 6x8 Section used for this span fb: Actual = 427.72psi fv: Actual F'b = 1,687.50psi F'v Load Combination +D+Lr Load Combination Location of maximum on span = 5.000ft Location of maximum on span Span # where maximum occurs = Span# 2 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.054 in Ratio= 1836 >=240 Span: 3 : Lr Only Max Upward Transient Deflection -0.006 in Ratio= 10106 >=240 Span: 2 : Lr Only Max Downward Total Deflection 0.098 in Ratio= 1020 >=180 Span: 3 : +D+Lr Max Upward Total Deflection -0.011 in Ratio= 5614 >=180 Span: 2 : +D+Lr Maximum Forces & Stresses for Load Combinations = = = Design OK 0.130: 1 6x8 27.54 psi 212.50 psi +D+Lr 5.000 ft Span# 2 Load Combination ax S ress Sfiear 'values Segment Length Span# M V CD CM Ct CLx C Cfu c . I Cr M F'b V fv F'v DOnly 0.0 0.00 0.0 0.0 Length = 2.0 ft 0.036 0.031 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.19 43.9 1,215.0 0.13 4.7 153.0 Length = 5.0 ft 2 0.156 0.080 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.82 190.1 1,215.0 0.34 12.2 153.0 Length= 4.160 ft 3 0.156 0.080 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.82 190.1 1,215.0 0.34 12.2 153.0 Wood Beam LIC#: KW-06014515, Build:20.23.07.20 DESCRIPTION: RB-2 -6x8 DF#1 Project Title: Engineer: Project ID: Project Descr: DUNN SAVOIE INC. STRUCTURAL ENGINEERS Maximum Forces & Stresses for Load Combinations Load Combination -ax·stress Ral1os Segment Length Span# M V CD CM Ct CLx CE Cfu Ci Cr +D+Lr 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Length = 2.0 ft 0.059 0.050 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Length = 5.0 ft 2 0.253 0.130 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Length = 4.160 ft 3 0.253 0.130 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 +D+0.750Lr 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Length = 2.0 ft 1 0.050 0.043 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Length = 5.0 ft 2 0.218 0.112 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Length = 4.160 ft 3 0.218 0.112 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 +0.60D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Length = 2.0 ft 1 0.012 0.010 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Length = 5.0 ft 2 0.053 0.027 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Length= 4.160 ft 3 0.053 0.027 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Overall Maximum Deflections Markham Residence MN 23-180.00 Addition & Remodel 17 Project File: 23-180.00 Markham Residence.ec6 (c) ENERCALC INC 1983-2023 omen 'vaues M fb F'b V fv 0.0 0.00 0.0 0.0 0.42 98.9 1,687.5 0.29 10.6 212.5 1.84 427.7 1,687.5 0.76 27.5 212.5 1.84 427.7 1,687.5 0.76 27.5 212.5 0.0 0.00 0.0 0.0 0.37 85.1 1,687.5 0.25 9.2 212.5 1.58 368.3 1,687.5 0.65 23.7 212.5 1.58 368.3 1,687.5 0.65 23.7 212.5 0.0 0.00 0.0 0.0 0.11 26.4 2,160.0 0.08 2.8 272.0 0.49 114.1 2,160.0 0.20 7.3 272.0 0.49 114.1 2,160.0 0.20 7.3 272.0 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+Lr 1 0.0150 -~-0.0000 0.000 0.000 2 0.0000 0.000 +D+Lr -0.01 07 3.067 +D+Lr 3 0.0979 4.160 0.0000 3.067 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Max Upward from all Load Conditions 0.673 1.697 Max Upward from Load Combinations 0.673 1.697 Max Upward from Load Cases 0.374 0.943 DOnly 0.299 0.754 +D+Lr 0.673 1.697 +D+0.750Lr 0.580 1.461 +0.60D 0.180 0.453 Lr Only 0.374 0.943 18 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 23-180.00 Markham Residence.ec6 UC#: KW-06014515, Build:20.23.05.25 DESCRIPTION: RB-3 -6x8 DF#1 DUNN SAVOIE INC. STRUCTURAL ENGINEERS (c} ENERCALC INC 1983-2023 CODE REFERENCES Calculations per NOS 2018, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021 Material Pro_._p_e_rt_i_e_s __________ _ Analysis Method : Allowable Stress Design Load Combination IBC 2021 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(0.538) Lr(0.672) D(0 032~Lr(O 04) 6x8 Span= 10.0 ft 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 .21 O pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0160, Lr = 0.020 ksf, Tributary Width = 2.0 ft, (Roof) Point Load : D = 0.5380, Lr= 0.6720 k @ 5.0 ft, (RB-1) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.541: 1 Maximum Shear Stress Ratio = 0.157: 1 Section used for this span 6x8 Section used for this span 6x8 fb: Actual = 913.45psi fv: Actual = 33.47 psi F'b = 1,687.50psi F'v 212.50 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span 5.000ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.108 in Ratio= 1112 >=240 Span: 1 : Lr Only Max Upward Transient Deflection O in Ratio= 0 <240 n/a Max Downward Total Deflection 0.194 in Ratio= 617>=180 Span: 1 : +D+Lr Max Upward Total Deflection O in Ratio= 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Slress Ra!1os Segment Length Span# M V CD CM Ct CLx C Cfu c . er-M fb F'b V fv I D Only 0.0 0.00 0.0 0.0 Length = 10.0 ft 1 0.334 0.097 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.75 406.1 1,215.0 0.41 14.9 153.0 +D+Lr 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 10.0 ft 1 0.541 0.157 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 3.93 913.5 1,687.5 0.92 33.5 212.5 +D+0.750Lr 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 10.0 ft 1 0.466 0.136 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 3.38 786.6 1,687.5 0.79 28.8 212.5 +0.600 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length= 10.0 ft 1 0.113 0.033 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.05 243.7 2,160.0 0.25 8.9 272.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam UC#: KW-06014515, Build:20.23.05.25 DESCRIPTION: RB-3 -6x8 DF#1 DUNN SAVOIE INC. STRUCTURAL ENGINEERS Overall Maximum Deflections --------Load Combination Span Max. "." Defl Location in Span Load Combination +D+Lr 1 0.1942 5.036 19 Project File: 23-180.00 Markham Residence.ec6 (c) ENERCALC INC 1983-2023 Max. "+" Defl Location in Span 0.000 Vertical Reactions Support notation : Far left is #1 0.0000 Values in KIPS Load Combination __________ S_u_p_p_o_rt_1_S_u-pp_o_rt_2____ ----------------- Max Upward from all Load Conditions 0.96 0.965 Max Upward from Load Combinations 0.965 0.965 Max Upward from Load Cases 0.536 0.536 D Only 0.429 0.429 +D+Lr 0.965 0.965 +D+0.750Lr 0.831 0.831 +0.60D 0.257 0.257 Lr Only 0.536 0.536 20 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 23-180.00 Markham Residence.ec6 UC#: KW-06014515, Build:20.23.05.25 DESCRIPTION: RB-4 -6x8 DF#1 DUNN SAVOIE INC. STRUCTURAL ENGINEERS CODE REFERENCES ----------------Ca I cu I at ions per NOS 2018, IBC 2021, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties _______________ _ Analysis Method : Allowable Stress Design Load Combination IBC 2021 Wood Species Wood Grade Douglas Fir-Larch No.1 Fb + Fb - Fe -Prll Fe -Perp Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling D(0.0736~Lr(0 092) 6x8 Span = 14.250 ft 1,350.0 psi 1,350.0 psi 925.0 psi 625.0 psi 170.0 psi 675.0 psi {c) ENERCALC INC 1983-2023 E : Modulus of Elasticity Ebend-xx 1,600.0 ksi Eminbend -xx 580.0ksi Density 31.210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0160, Lr= 0.020 ksf, Tributary Width = 4.60 ft, (Roof) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.580 1 Maximum Shear Stress Ratio = 0.184: 1 Section used for this span 6x8 Section used for this span 6x8 fb: Actual = 978.24psi fv: Actual 39.15 psi F'b = 1,687.50psi F'v = 212.50 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 7.125ft Location of maximum on span = 13.626 ft Span # where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.278 in Ratio= 616 >=240 Span: 1 : Lr Only Max Upward Transient Deflection O in Ratio= 0 <240 n/a Max Downward Total Deflection 0.500 in Ratio= 342 >=180 Span: 1 : +D+Lr Max Upward Total Deflection O in Ratio = 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination ax ·tress --Sfiear a ues Segment Length Span# M V CD CM Ct CLx C Cfu Ci C r M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 14.250 ft 0.358 0.114 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.87 434.8 1,215.0 0.48 17.4 153.0 +D+Lr 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 14.250 ft 0.580 0.184 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 4.20 978.2 1,687.5 1.08 39.1 212.5 +D+0.750Lr 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 14.250 ft 0.499 0.159 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 3.62 842.4 1,687.5 0.93 33.7 212.5 +0.60D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 14.250 ft 0.121 0.038 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.12 260.9 2,160.0 0.29 10.4 272.0 Wood Beam LIC#: KW-06014515, Build:20.23.05.25 DESCRIPTION: RB-4 -6x8 DF#1 Overall Maximum Deflections Load Combination +D+Lr Span 1 Project Title: Engineer: Project ID: Project Descr: DUNN SAVOIE INC. STRUCTURAL ENGINEERS Max. "-" Defl Location in Span Load Combination 0.4995 7.177 21 Project File: 23-180.00 Markham Residence.ec6 (c} ENERCALC INC 1983-2023 Max. "+" Defl Location in Span 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS -----------------------Lo ad Combination Support 1 Support 2 MaxUpward -,-fro,,_m,.,.....,a-,-;ll'L-o-a"'C'o-,-nd"'i..-tio,-n,..,s-------,1,--.T.18=0~-1,-_,..18=0.---- Max Upward from Load Combinations 1. 180 1.180 Max Upward from Load Cases 0.656 0.656 D Only 0.524 0.524 +D+Lr 1.180 1.180 +D+0.750Lr 1.016 1.016 +0.60D 0.315 0.315 Lr Only 0.656 0.656 22 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 23-180.00 Markham Residence.ec6 UC#: KW-06014515, Build:20.23.05.25 DESCRIPTION: RB-5 -6x8 DF#1 DUNN SAVOIE INC. STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2023 CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2021 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 Wood Species Wood Grade Beam Bracing . . Douglas Fir-Larch No.1 Fc -Prll Fe -Perp Fv Ft Beam is Fully Braced against lateral-torsional buckling . . D(0.524) Lr(0.656) 0(0 0784\ uco:c 98\ -. D10.016\ Lr/0.C 2\ v 6x8 Span = 9.250 ft Ebend-xx 1,600.0 ksi Eminbend -xx 580.0ksi Density 31.210pcf • V V Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight NOT internally calculated and added Uniform Load : D = 0.0160, Lr = 0.020 ksf, Tributary Width= 1.0 ft, (Roof) Uniform Load: D = 0.0160, Lr= 0.020 ksf, Tributary Width= 4.90 ft, (Roof) Point Load : D = 0.5240, Lr = 0.6560 k@ 5.0 ft, (RB-4) DESIGN SUMMARY Maximum Bending Stress Ratio 0.685 1 Maximum Shear Stress Ratio Section used for this span 6x8 Section used for this span fb: Actual = 1 , 155.69 psi fv: Actual F'b = 1,687.50psi F'v Load Combination +D+Lr Load Combination Location of maximum on span = 4.996ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.123 in Ratio= 899>=240 Span: 1 : Lr Only Max Upward Transient Deflection O in Ratio = 0 <240 n/a Max Downward Total Deflection 0.222 in Ratio = 499 >=180 Span: 1 : +D+Lr Max Upward Total Deflection O in Ratio= 0 <180 n/a Design OK = 0.255 : 1 6x8 = 54.22 psi = 212.50 psi +D+Lr = 8.642ft = Span# 1 Load Combination omen ~ ear Values Segment Length Span# M V CD CM Ct CLx C Cfu Ci Cr M fb F'b V fv F'v □Only 0.0 0.00 0.0 0.0 Length = 9.250 ft 0.423 0.157 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 2.21 513.4 1,215.0 0.66 24.1 153.0 +D+Lr 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length= 9.250 ft 0.685 0.255 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 4.97 1,155.7 1,687.5 1.49 54.2 212.5 +D+0.750Lr 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 9 .250 ft 0.590 0.220 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 4.28 995.1 1,687.5 1.28 46.7 212.5 +0.600 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 9.250 ft 1 0.143 0.053 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.32 308.0 2,160.0 0.40 14.5 272.0 Wood Beam UC#: KW-06014515, Build:20.23.05.25 DESCRIPTION: RB-5 -6x8 DF#1 Overall Maximum Deflections Load Combination Span 23 Project Title: Engineer: Project ID: Project Descr: Project File: 23-180.00 Markham Residence.ec6 DUNN SAVOIE INC. STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2023 Max. "." Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 ---coc-o.2=2=2-=-o-------,4----c_6=9-=-3---+D+Lr ---------------0.0000 0.000 Support notation : Far left is #1 Values in KIPS Vertical Reactions Load Combination ---------,,--------,-------------------Support 1 Support 2 Max pward rom all Load Conditions Max Upward from Load Combinations Max Upward from Load Cases D Only +D+Lr +D+0.750Lr +0.60D Lr Only 1.525 1.620 1.525 1.620 0.847 0.900 0.677 0.720 1.525 1.620 1.313 1.395 0.406 0.432 0.847 0.900 Project Title: Engineer: Project ID: Project Descr: Markham Residence MN 23-180.00 Addition & Remodel 24 Wood Beam Project File: 23-180.00 Markham Residence.ec6 UC#: KW-06014515, Build:20.23.05.25 DUNN SAVOIE INC. STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION: RB-6 -4x12 DFSS CODE REFERENCES --------------Ca I cu I at ions per NOS 2018, IBC 2021, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2021 Wood Species Wood Grade Beam Bracing Douglas Fir-Larch Select Structural Beam is Fully Braced against lateral-torsional buckling 0(1.844) Lr(2.121) Fb + Fb - Fe -Prll Fe -Perp Fv Ft 1500 psi 1500 psi 1700 psi 625 psi 180 psi 1000 psi E : Modulus of Elasticity Ebend-xx 1900 ksi Eminbend -xx 690ksi Density 31.21 pct " ---...---'==~....,•="---....-----Jof+-(o_.1_1_s_i ;_r_(o_. ,r:_1s_i_---=~=,!,!_l_J~•~?..YJ--~~---• D(0.032\Lr(0.04) ~ v ocop76,0) Lr(0.09,,5,0) 0 V Q 9 1 I 4x12 Span= 8.50 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 = 0.0160, Lr= 0.020 ksf. Extent= 0.0 --» 3.660 ft. Tributary Width = 2.0 ft, (Roof) Varying Uniform Load: D= 0.0160->0.0. Lr= 0.020->0.0 ksf, Extent= 3.660 --» 8.50 ft, Trib Width = 4.750->7.0 ft, (Roof) Point Load : D = 1.844. Lr = 2.121 k @ 3.660 ft. (HB-1 (Support-2)) Uniform Load : D = 0.0160. Lr= 0.020 ksf. Tributary Width = 7.375 ft. ((E) Roof) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.903; 1 Maximum Shear Stress Ratio = 0.582 : 1 Section used for this span 4x12 Section used for this span 4x12 fb: Actual = 1.863.28psi fv: Actual = 130.89 psi F"b = 2.062.50psi F'v = 225.00 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 3.661 ft 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 0.088 in Ratio= 1157 >=240 Span: 1 : Lr Only Max Upward Transient Deflection O in Ratio= 0<240 n/a Max Downward Total Deflection 0.163in Ratio= 627 >=180 Span: 1 : +D+Lr Max Upward Total Deflection 0 in Ratio= 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination ax ress Ra I0s omen Values Sfiear llalues Segment Length Span# M V CD CM Ct CLx C Cfu c. Cr M fb F'b V fv F'v I DOnly 0.0 0.00 0.0 0.0 Length = 8.50 ft 0.576 0.370 0.90 1.00 1.00 1.00 1.100 1.00 1.00 1.00 5.27 855.8 1,485.0 1.57 59.9 162.0 +D+Lr 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 8.50 ft 0.903 0.582 1.25 1.00 1.00 1.00 1.100 1.00 1.00 1.00 11.46 1,863.3 2,062.5 3.44 130.9 225.0 +D+0.750Lr 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 8.50 ft 1 0.781 0.503 1.25 1.00 1.00 1.00 1.100 1.00 1.00 1.00 9.91 1,611.4 2,062.5 2.97 113.2 225.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam UC#: KW-06014515, Build:20.23.05.25 DESCRIPTION: RB-6 -4x12 DFSS DUNN SAVOIE INC. STRUCTURAL ENGINEERS Maximum Forces & Stresses for Load Combinations Load Combination ax Stress Ratios Segment Length Span# M v co CM Ct CLx _c,__C_fu __ c__,_i_c-'r'- +0.60O 1.00 1.00 1.00 1.100 1.00 1.00 1.00 Length = 8.50 ft 1 0.195 0.125 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.00 Overall Maximum Deflections ----------- Markham Residence MN 23-180.00 Addition & Remodel 25 Project File: 23-180.00 Markham Residence.ec6 (c) ENERCALC INC 1983-2023 Moment Values Snear'i7alues M fb F'b V fv F'v 0.0 0.00 0.0 0.0 3.16 513.5 2,640.0 0.94 36.0 288.0 Load Combination +D+Lr Span 1 Max. "." Defl Location in Span Load Combination Max. "+" Defl Location in Span 0.1626 4.126 ---------0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS ---------Load Combination Support 1 Support 2 ax Upward froma -1~1 L_o_a_d_C_o_n_d-iti-o-ns ___ _ 3.750 3.149 Max Upward from Load Combinations 3.750 3.149 Max Upward from Load Cases 2.037 1.714 D Only 1.713 1.435 +D+Lr 3.750 3.149 +D+0.750Lr 3.241 2.721 +0.600 1.028 0.861 Lr Only 2.037 1.714 Project Title: Engineer: Project ID: Project Descr: Markham Residence MN 23-180.00 Addition & Remodel 26 Wood Beam Project File: 23-180.00 Markham Residence.ec6 UC#: KW-06014515, Build:20.23.05.25 DUNN SAVOIE INC. STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION: RB-7 -4x12 DFSS CODE REFERENCES Calculations per NOS 2018, IBC 2021, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2021 Wood Species Wood Grade Douglas Fir-Larch Select Structural Fb + Fb - Fe -Prll Fe -Perp Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling 0(1.844) Lr(2.121) D 0.118 Lr 0.1475 D 0.1120 Lr0.14 O D 0.032 Lr 0.04 4x12 Span= 11.250 ft 1500 psi 1500 psi 1700psi 625 psi 180 psi 1000 psi E : Modulus of Elasticity Ebend-xx 1900 ksi Eminbend -xx 690 ksi Density 31.21 pcf 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 = 0.0160, Lr= 0.020 ksf, Extent= 2.0 --» 11 .250 ft, Tributary Width= 2.0 ft, (Roof) Varying Uniform Load : D= 0.0160->0.0, Lr= 0.020->0.0 ksf, Extent= 0.0 --» 2.0 ft, Trib Width= 7.0->4.750 ft, (Roof) Point Load : D = 1.844, Lr = 2.121 k @ 2.0 ft, (HB-1 (Support-2)) Uniform Load : D = 0.0160, Lr= 0.020 ksf, Tributary Width = 7.375 ft, ((E) Roof) DESIGN SUMMARY Maximum Bending Stress Ratio 0.793: 1 Maximum Shear Stress Ratio Section used for this span 4x12 Section used for this span fb: Actual = 1,634.65psi fv: Actual F'b = 2,062.50psi F'v Load Combination +D+Lr Load Combination Location of maximum on span = 3.531 ft Location of maximum on span Span # where maximum occurs Span# 1 Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.158 in Ratio= 854 >=240 Span: 1 : Lr Only Max Upward Transient Deflection O in Ratio= 0 <240 n/a Max Downward Total Deflection 0.289 in Ratio= 466>=180 Span: 1 : +D+Lr Max Upward Total Deflection O in Ratio= 0 <180 n/a = = = = Design OK 0.821 : 1 4x12 184.70 psi 225.00 psi +D+Lr 0.000 ft Span# 1 Maximum Forces & Stresses for Load Combinations Load Combination ---s~ _s_e_-cg_m_e_n_t L_e_n-"g'-th_S_p_a_n_# ____ v __ -=C-=D--=C:..:.M:..:...__c..,_t _C_Lx __ c.r__C_fu __ c--'-i _c..:...r_ D Only Length = 11.250 ft +D+Lr Length = 11.250 ft +D+0.750Lr Length = 11.250 ft 0.502 0.523 0.90 0.793 0.821 1.25 0.685 0.710 1.25 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.100 1.00 1.00 1.00 1.00 1.100 1.00 1.00 1.00 1.00 1.100 1.00 1.00 1.00 1.00 1.100 1.00 1.00 1.00 1.00 1.100 1.00 1.00 1.00 F'b V fv F'v 0.0 0.00 0.0 0.0 4.58 744.9 1,485.0 2.22 84.7 162.0 0.0 0.00 0.0 0.0 10.06 1,634.6 2,062.5 4.85 184.7 225.0 0.0 0.00 0.0 0.0 8.69 1,412.2 2,062.5 4.19 159.7 225.0 Wood Beam LIC#: KW-06014515, Build:20.23.05.25 DESCRIPTION: RB-7 -4x12 DFSS Project Title: Engineer: Project ID: Project Descr: DUNN SAVOIE INC. STRUCTURAL ENGINEERS Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ra I0s Segment Length Span# M V CD CM Ct CLx C Cfu C i C r ---~----'--- +0.60D 1.00 1.00 1.00 1.100 1.00 1.00 1.00 Length= 11.250 ft 1 0.169 0.176 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.00 Overall Maximum Deflections Markham Residence MN 23-180.00 Addition & Remodel 27 Project File: 23-180.00 Markham Residence.ec6 (c) ENERCALC INC 1983-2023 --s~ear -~~ fb F'b V fv F'v 0.0 0.00 0.0 0.0 2.75 446.9 2,640.0 1.33 50.8 288.0 Load Combination +D+Lr Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 ---~o~.2~89=3~--~5_~2=97-- Support notation : Far left is #1 Vertical Reactions Load Combination -----------Support 1 Support 2 Max Upward~fro_m_a~ll~L-o-ad~C-o-nd~i~tio_n_s __ _ 5.264 2.605 Max Upward from Load Combinations 5.264 2.605 Max Upward from Load Cases 2.857 1.433 DOnly 2.407 1.173 +D+Lr 5.264 2.605 +D+0.750Lr 4.550 2.247 +0.60D 1.444 0.704 Lr Only 2.857 1.433 0.0000 Values in KIPS 0.000 Project Title: Engineer: Project ID: Project Descr: Markham Residence MN 23-180.00 Addition & Remodel 28 Wood Beam Project File: 23-180.00 Markham Residence.ec6 LIC#: KW-06014515, Build:20.23.07.20 DESCRIPTION: H1 -6x6 DF#2 DUNN SAVOIE INC. STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2023 CODE REFERENCES Calculations per NOS 2018, IBC 2021, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties -----------An a I y sis Method : Allowable Stress Design Load Combination IBC 2021 Wood Species Wood Grade Douglas Fir-Larch No.2 Fb + Fb - Fe -Prll Fe -Perp Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling D 0.036 f D(0 10192,0) Lrt0.1274,0) 9 § 6x6 Span= 7.0 ft 875 psi 875 psi 600 psi 625 psi 170 psi 425 psi E : Modulus of Elasticity Ebend-xx 1300 ksi Eminbend -xx 470ksi Density 31. 21 pcf Applied Loads Service loads entered. Load Factors will be applied for calculattons. -------------Beam self weight NOT internally calculated and added Load for Span Number 1 Varying Uniform Load : D= 0.0160->0.0. Lr= 0.020->0.0 ksf. Extent = 0.0 --» 7.0 ft, Trib Width= 6.370->3.20 ft, (Roof) Uniform Load : D = 0.0090 ksf, Tributary Width = 4.0 ft. (Exterior 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 = = = = = 0.371: 1 6x6 405.57psi 1,093.75psi +D+Lr 3.066ft Span# 1 0.035 in Ratio= O in Ratio= 0.083 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 2400>=240 Span: 1 : Lr Only 0 <240 n/a 1015 >=180 Span: 1 : +D+Lr 0 <180 nla Maximum Forces & Stresses for Load Combinations Load Combination ~ues Segment Length V CD CM Ct CLx CE Cfu C i Cr M fb D Only Length = 7.0 ft 1 0.295 0.099 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.54 232.7 +D+Lr 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Length = 7.0 ft 0.371 0.128 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.94 405.6 +D+0.750Lr 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Length= 7.0 ft 0.331 0.114 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.84 362.3 +0.600 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Length = 7.0 ft 0.100 0.033 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.32 139.6 Design OK = 0.128: 1 6x6 = 27.22 psi = 212.50 psi +D+Lr = 0.000ft = Span# 1 ---s~ F'b V fv F'v 0.0 0.00 0.0 0.0 787.5 0.31 15.1 153.0 0.0 0.00 0.0 0.0 1.093.8 0.55 27.2 212.5 0.0 0.00 0.0 0.0 1,093.8 0.49 24.2 212.5 0.0 0.00 0.0 0.0 1,400.0 0.18 9.1 272.0 Wood Beam UC#: KW-06014515, Build:20.23.07.20 DESCRIPTION: H1 -6x6 DF#2 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 D Only +D+Lr +D+0.750Lr +0.60D Lr Only Project Title: Engineer: Project ID: Project Descr: DUNN SAVOIE INC. STRUCTURAL ENGINEERS Markham Residence MN 23-180.00 Addition & Remodel 29 Project File: 23-180.00 Markham Residence.ec6 (c) ENERCALC INC 1983-2023 Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span 0.0827 3.398 Support notation : Far left is #1 ---------Support 1 Support 2 0.661 0.394 0.661 0.394 0.364 0.245 0.364 0.245 0.661 0.394 0.587 0.356 0.218 0.147 0.297 0.149 0.0000 Values in KIPS 0.000 Project Title: Engineer: Project ID: Project Descr: Markham Residence MN 23-180.00 Addition & Remodel 30 Wood Beam Project File: 23-180.00 Markham Residence.ec6 UC#: KW-06014515, Build:20.23.07.20 DESCRIPTION: H2 -6x6 DF#2 DUNN SAVOIE INC. STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2023 CODE REFERENCES Calculations per NOS 2018, IBC 2021 , ASCE 7-16 Load Combination Set: IBC 2021 Material Properties ·--------- Analysis Method : Allowable Stress Design Load Combination IBC 2021 Wood Species Wood Grade Douglas Fir-Larch No.2 Fb + 875 psi Fb -875 psi Fe -Prll 600 psi Fe -Perp 625 psi Fv 170 psi Ft 425 psi Beam Bracing Beam is Fully Braced against lateral-torsional buckling D(0.016~Lr(002) D(O 524) Lr(0.656) D 0.036 D 0.0496 0 Lr 0.062 0 6X6 Span = 5.50 ft E : Modulus of Elasticity Ebend-xx 1300ksi Eminbend -xx 470ksi Density 31.21 pct 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 Varying Uniform Load : D= 0.0160->0.0, Lr= 0.020->0.0 ksf, Extent= 0.0 --» 5.50 ft, Trib Width= 3.10->5.40 ft, (Roof) Uniform Load : D = 0.0090 ksf, Tributary Width = 4.0 ft, (Exterior Wall) Uniform Load: D = 0.0160, Lr= 0.020 ksf, Tributary Width= 1.0 ft, (Roof) Point Load : D = 0.5240, Lr= 0.6560 k@ 3.50 ft, (RB-4) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.76l 1 Maximum Shear Stress Ratio Section used for this span 6x6 Section used for this span fb: Actual = 834.82psi fv: Actual F'b = 1,093.75psi F'v Load Combination +D+Lr Load Combination Location of maximum on span = 3.493ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.047 in Ratio= 1415 >=240 Span: 1 : Lr Only Max Upward Transient Deflection O in Ratio = 0 <240 n/a Max Downward Total Deflection 0.091 in Ratio= 722>=180 Span: 1 : +D+Lr Max Upward Total Deflection O in Ratio = 0 <180 n/a Design OK = 0.237 : 1 6x6 50.45 psi = 212.50 psi +D+Lr = 5.058 ft Span# 1 Maximum Forces & Stresses for Load Combinations Load Combination omenfv'a ues ear alues Segment Length Span# V CD CM Ct CLx C Cfu c . I Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 5.50 ft 1 0.509 0.161 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.93 401.1 787.5 0.50 24.7 153.0 +D+Lr 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 5.50 ft 0.763 0.237 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.93 834.8 1,093.8 1.02 50.5 212.5 +D+0.750Lr 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 5.50 ft 0.664 0.207 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.68 726.4 1,0g3,8 0.89 44.0 212.5 Project Title: Engineer: Project ID: Project Descr: Wood Beam LIC#: KW-06014515, Build:20.23.07.20 DESCRIPTION: H2 -6x6 DF#2 DUNN SAVOIE INC. STRUCTURAL ENGINEERS Maximum Forces & Stresses for Load Combinations Markham Residence MN 23-180.00 Addition & Remodel 31 Project File: 23-180.00 Markham Residence.ec6 (c) ENERCALC INC 1983-2023 Load Combination _S_e_:::g_m_e_n_t L_e_n-=g'-th_'-'-_____ v ___ C_O_C_M __ Ct CLx CE __ C_fu __ c_,_i _c_c_-r_ -_-________ F_'b ____ v __ fv ___ _ +0.600 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 272.0 Length= 5.50 ft 1 0.172 0.054 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.56 Overall Maximum Deflections Load Combination +O+Lr Vertical Reactions Load Combination Span 1 Max Upward rom all Load Conditions Max Upward from Load Combinations Max Upward from Load Cases OOnly +O+Lr +0+0.750Lr +0.600 Lr Only Max. "-" Oefl Location in Span Load Combination 0.0914 2.891 Support notation : Far left is #1 Support 1 Support 2 0.8-32 1.051 0.832 1.051 0.424 0.529 0.424 0.522 0.832 1.051 0.730 0.919 0.255 0.313 0.407 0.529 240.7 1,400.0 0.30 14.8 Max. "+" Oefl Location in Span 0.0000 0.000 Values in KIPS 32 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 23-180.00 Markham Residence.ec6 LIC#: KW-06014515. Build:20.23.05.25 DESCRIPTION: H3 -4x4 DF#2 DUNN SAVOIE INC. STRUCTURAL ENGINEERS CODE REFERENCES Calculations per NOS 2018, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2021 Wood Species Wood Grade Douglas Fir-Larch No.2 Fb + Fb- Fc -Prll Fe -Perp Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling D 0.032 Lr 0.04 D 0.036 4X4 Span = 2.50 ft 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi (c} ENERCALC INC 1983-2023 E : Modulus of Elasticity Ebend-xx 1,600.0 ksi Eminbend -xx 580.0 ksi Density 31.210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. ------------------Beam self weight NOT internally calculated and added Uniform Load : D = 0.0090 ksf, Tributary W idth = 4.0 ft, (Exterior Wall) Uniform Load : D = 0.0160, Lr = 0.020 ksf, Tributary W idth = 2.0 ft, (Roof) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.084: 1 Maximum Shear Stress Ratio Section used for this span 4x4 Section used for this span fb: Actual 141.69psi fv: Actual F'b = 1,687.50psi F'v Load Combination +D+Lr Load Combination Location of maximum on span = 1.250ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.002 in Ratio= 16974 >=240 Span: 1 : Lr Only Max Upward Transient Deflection O in Ratio= 0 <240 n/a Max Downward Total Deflection 0.005 in Ratio= 6286>=180 Span: 1 : +D+Lr Max Upward Total Deflection O in Ratio= 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# M V CD CM Ct CLx C Cfu C i er-- DOnly Length = 2.50 ft 0.073 0.050 0.90 1.00 1.00 1.00 1.500 1.00 1.00 1.00 0.05 89.2 +D+Lr 1.00 1.00 1.00 1.500 1.00 1.00 1.00 Length = 2.50 ft 0.084 0.057 1.25 1.00 1.00 1.00 1.500 1.00 1.00 1.00 0.08 141.7 +D+0.750Lr 1.00 1.00 1.00 1.500 1.00 1.00 1.00 Length = 2.50 ft 0.076 0.052 1.25 1.00 1.00 1.00 1.500 1.00 1.00 1.00 0.08 128.6 +0.60D 1.00 1.00 1.00 1.500 1.00 1.00 1.00 Length = 2.50 ft 0.025 0.017 1.60 1.00 1.00 1.00 1.500 1.00 1.00 1.00 0.03 53.5 = = = = = F'b 0.0 1,215.0 0.0 1,687.5 0.0 1,687.5 0.0 2,160.0 Design OK 0.057 : 1 4x4 12.79 psi 225.00 psi +D+Lr 0.000 ft Span# 1 liear Values V fv F'v 0.00 0.0 0.0 0.07 8.1 162.0 0.00 0.0 0.0 0.10 12.8 225.0 0.00 0.0 0.0 0.09 11.6 225.0 0.00 0.0 0.0 0.04 4.8 288.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam UC#: KW-06014515, Build:20.23.05.25 DESCRIPTION: H3 -4x4 DF#2 DUNN SAVOIE INC. STRUCTURAL ENGINEERS Overall Maximum Deflections ---------------Load Combination Sp an Max. "-" Defl Location in Span Load Combination 33 Project File: 23-180.00 Markham Residence.ec6 (c) ENERCALC INC 1983-2023 Max. "+" Defl Location in Span 1 c----0~.=00""'4=8---~1~.2=59~-----------------+D+Lr 0.0000 0.000 Vertical Reactions Load Combination support notation : Far left is #1 Values in KIPS --------------- Max pwar rom all oad Conditions Max Upward from Load Combinations Max Upward from Load Cases D Only +D+Lr +D+0.750Lr +0.60D Lr Only Support 1 0.13 0.135 0.085 0.085 0.135 0.123 0.051 0.050 Support 2 0.135 0.135 0.085 0.085 0.135 0.123 0.051 0.050 34 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 23-180.00 Markham Residence.ec6 UC#: KW-06014515, Build:20.23.05.25 DESCRIPTION: H4 -4x4 DF#2 DUNN SAVOIE INC. STRUCTURAL ENGINEERS CODE REFERENCES --------------Ca I cu I a ti on s per NOS 2018, IBC 2021, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2021 Wood Species Wood Grade Douglas Fir-Larch No.2 Fb + Fb - Fe -Prll Fe -Perp Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling 4x4 Span• 2.50 ft 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi (c) ENERCALC INC 1983-2023 E : Modulus of Elasticity Ebend• xx 1,600.0 ksi Eminbend -xx 580.0ksi Density 31.210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0090 ksf, Tributary Width = 7.50 ft, (Exterior Wall) Uniform Load : D = 0.0160, Lr = 0.020 ksf, Tributary Width = 2.0 ft, (Roof) Uniform Load : D = 0.0160, Lr = 0.020 ksf, Tributary Width= 7.375 ft, ((E) Roof) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.315 1 Maximum Shear Stress Ratio Section used for this span 4x4 Section used for this span fb: Actual = 531.34psi fv: Actual F'b = 1,687.50psi F'v Load Combination +D+Lr Load Combination Location of maximum on span = 1.250ft Location of maximum on span Span# where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.008 in Ratio= 3621 >=240 Span: 1 : Lr Only Max Upward Transient Deflection O in Ratio= 0 <240 n/a Max Downward Total Deflection 0.018 in Ratio= 1676 >=180 Span: 1 : +D+Lr Max Upward Total Deflection O in Ratio= 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination ax Stress a IOS Momen a ues Segment Length Span# M V CD CM Ct CLx C Cfu Ci C r M fb D Only Length = 2.50 ft 1 0.235 0.159 0.90 1.00 1.00 1.00 1.500 1.00 1.00 1.00 0.17 285.3 +D+Lr 1.00 1.00 1.00 1.500 1.00 1.00 1.00 Length = 2.50 ft 0.315 0.213 1.25 1.00 1.00 1.00 1.500 1.00 1.00 1.00 0.32 531.3 +D+0.750Lr 1.00 1.00 1.00 1.500 1.00 1.00 1.00 Length = 2.50 ft 0.278 0.188 1.25 1.00 1.00 1.00 1.500 1.00 1.00 1.00 0.28 469.8 +0.600 1.00 1.00 1.00 1.500 1.00 1.00 1.00 Length = 2.50 ft 0.079 0.054 1.60 1.00 1.00 1.00 1.500 1.00 1.00 1.00 0.10 171.2 Design OK = 0.213: 1 4x4 47.96 psi = 225.00 psi +D+Lr = 0.000ft = Span# 1 --Sfiear Value_s __ F'b V fv F'v 0.0 0.00 0.0 0.0 1,215.0 0.21 25.8 162.0 0.0 0.00 0.0 0.0 1,687.5 0.39 48.0 225.0 0.0 0.00 0.0 0.0 1,687.5 0.35 42.4 225.0 0.0 0.00 0.0 0.0 2,160.0 0.13 15.5 288.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam UC#: KW-06014515. Build:20.23.05.25 DESCRIPTION: H4 -4x4 DF#2 DUNN SAVOIE INC. STRUCTURAL ENGINEERS Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination +D+Lr 1 0.0179 1.259 35 Project File: 23-180.00 Markham Residence.ec6 (c) ENERCALC INC 1983-2023 Max. "+" Defl Location in Span 0.000 Vertical Reactions Support notation : Far left is #1 0.0000 Values in KIPS Load Combination Support 1 Support 2 Max Upward rom aI··I ~Lo-a~"o-n-d""'it~io_n_s _____ 0.506 0.506 Max Upward from Load Combinations 0.506 0.506 Max Upward from Load Cases 0.272 0.272 D Only 0.272 0.272 +D+Lr 0.506 0.506 +D+0.750Lr 0.448 0.448 +0.60D 0.163 0.163 Lr Only 0.234 0.234 36 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 23-180.00 Markham Residence.ec6 UC#: KW-06014515, Build:20.23.05.25 DESCRIPTION: H5 -4x10 DF#2 DUNN SAVOIE INC. STRUCTURAL ENGINEERS CODE REFERENCES Calculations per NOS 2018, IBC 2021, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2021 Wood Species Wood Grade Douglas Fir-Larch No.2 Fb + Fb - Fe -Prll Fe -Perp Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling D0.118 Lr0.1475 D(0.08576~ L~0 1072) D 0.027 4x10 Span = 8. 750 ft 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi (c) ENERCALC INC 1983-2023 E : Modulus of Elasticity Ebend-xx 1,600.0 ksi Em in bend -xx 580.0 ksi Density 31.210pcf 1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0090 ksf, Tributary Width = 3.0 ft, (Exterior Wall) Uniform Load: D = 0.0160, Lr= 0.020 ksf, Tributary Width = 5.360 ft, (Roof) Uniform Load: D = 0.0160, Lr= 0.020 ksf, Tributary Width = 7.375 ft, ((E) Roof) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.827: 1 Maximum Shear Stress Ratio Section used for this span 4x10 Section used for this span fb: Actual 1,117.02psi fv: Actual F'b = 1,350.00psi F'v Load Combination +D+Lr Load Combination Location of maximum on span = 4.375ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.091 in Ratio= 1147 >=240 Span: 1 : Lr Only Max Upward Transient Deflection O in Ratio = 0 <240 n/a Max Downward Total Deflection 0.174in Ratio = 602 >=180 Span: 1 : +D+Lr Max Upward Total Deflection O in Ratio= 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination -ax Stress Ratios Segment Length Span# M V CD CM Ct CLx C Cfu Ci Cr D Only Length= 8.750 ft 1 0.546 0.238 0.90 1.00 1.00 1.00 1.200 1.00 1.00 1.00 2.21 531 .0 +D+Lr 1.00 1.00 1.00 1.200 1.00 1.00 1.00 Length= 8.750 ft 1 0.827 0.361 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 4.65 1,117.0 +D+0.750Lr 1.00 1.00 1.00 1.200 1.00 1.00 1.00 Length = 8. 750 ft 1 0.719 0.313 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 4.04 970.5 +0.600 1.00 1.00 1.00 1.200 1.00 1.00 1.00 Length= 8.750 ft 0.184 0.080 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.33 318.6 Design OK = 0.361 : 1 4x10 = 81 .17 psi 225.00 psi +D+Lr = 0.000 ft = Span# 1 ear 'values F'b V fv F'v 0.0 0.00 0.0 0.0 972.0 0.83 38.6 162.0 0.0 0.00 0.0 0.0 1,350.0 1.75 81.2 225.0 0.0 0.00 0.0 0.0 1,350.0 1.52 70.5 225.0 0.0 0.00 0.0 0.0 1,728.0 0.50 23.1 288.0 37 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 23-180.00 Markham Residence.ec6 UC#: KW-06014515, Build:20.23.05.25 DESCRIPTION: H5 -4x10 DF#2 DUNN SAVOIE INC. STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2023 Overall Maximum Deflections ---------Load Combination Span Max. "-" Dell Location in Span Load Combination Max. "+" Dell Location in Span +D+Lr 1 0.1744 4.407 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 ----------Values in KIPS Lo ad Combination Support 1 Support 2 Max Upward rom all oad onditio-=-n-=-s--------,,2·.1=2c.--2.124 Max Upward from Load Combinations 2.124 2.124 Max Upward from Load Cases 1.114 1.114 D Only 1.010 1.010 +D+Lr 2.124 2.124 +D+0. 750Lr 1.845 1.845 +0.600 0.606 0.606 Lr Only 1.114 1.114 38 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 23-180.00 Markham Residence.ec6 LIC#: KW-06014515, Build:20.23.05.25 DESCRIPTION: H6 -4x4 DF#2 DUNN SAVOIE INC. STRUCTURAL ENGINEERS CODE REFERENCES Calculations per NOS 2018, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2021 Wood Species Wood Grade Douglas Fir-Larch No.2 Fb + Fb - Fc -Prll Fe -Perp Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling D 0.118 Lr O 1475 0(0 08576~Lr(0 1072) D 0.027 4x4 Span= 3.0 ft 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi (c) ENERCALC INC 1983-2023 E : Modulus of Elasticity Ebend-xx 1,600.0 ksi Eminbend -xx 580.0ksi Density 31 .210pcf _A__,p_,p'-l_ie_d_L_o_a_d_s ____________________ Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0090 ksf, Tributary Width = 3.0 ft, (Exterior Wall) Uniform Load: D = 0.0160, Lr = 0.020 ksf, Tributary Width= 5.360 ft, (Roof) Uniform Load: D = 0.0160, Lr= 0.020 ksf, Tributary Width = 7.375 ft, ((E) Roof) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.54l 1 Maximum Shear Stress Ratio Section used for this span 4x4 Section used for this span fb: Actual = 917.14psi fv: Actual F'b = 1,687.50psi F'v Load Combination +D+Lr Load Combination Location of maximum on span 1.500ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.023 in Ratio= 1542 >=240 Span: 1 : Lr Only Max Upward Transient Deflection O in Ratio= 0 <240 n/a Max Downward Total Deflection 0.044 in Ratio= 809 >=180 Span: 1 : +D+Lr Max Upward Total Deflection 0 in Ratio= 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination ax SlressRa I0s Segment Length Span# M V CD CM C1 CLx C Cfu Ci Cr D Only Length = 3. 0 ft 0.359 0.212 0.90 1.00 1.00 1.00 1.500 1.00 1.00 1.00 0.26 436.0 +D+Lr 1.00 1.00 1.00 1.500 1.00 1.00 1.00 Length = 3.0 ft 0.543 0.321 1.25 1.00 1.00 1.00 1.500 1.00 1.00 1.00 0.55 917.1 +D+0.750Lr 1.00 1.00 1.00 1.500 1.00 1.00 1.00 Length = 3.0 ft 0.472 0.279 1.25 1.00 1.00 1.00 1.500 1.00 1.00 1.00 0.47 796.8 +0.600 1.00 1.00 1.00 1.500 1.00 1.00 1.00 Length = 3.0 ft 0.121 0.072 1.60 1.00 1.00 1.00 1.500 1.00 1.00 1.00 0.16 261.6 Design OK = 0.321 : 1 4x4 = 72.24 psi = 225.00 psi +D+Lr = 0.000ft = Span# 1 S ear 'values F'b V fv F'v 0.0 0.00 0.0 0.0 1,215.0 0.28 34.3 162.0 0.0 0.00 0.0 0.0 1,687.5 0.59 72.2 225.0 0.0 0.00 0.0 0.0 1,687.5 0.51 62.8 225.0 0.0 0.00 0.0 0.0 2,160.0 0.17 20.6 288.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam LIC#: KW-06014515, Build:20.23.05.25 DESCRIPTION: H6 -4x4 DF#2 DUNN SAVOIE INC. STRUCTURAL ENGINEERS Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination -+=o-+~Lr----------~1---0.0445 1.511 39 Project File: 23-180.00 Markham Residence.ec6 (c) ENERCALC INC 1983-2023 Max. "+" Defl Location in Span 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upwar rom all oad Conditions 0.728 ~0~_7=2=8~---------------------- Max Upward from Load Combinations 0.728 0.728 Max Upward from Load Cases 0.382 0.382 D Only 0.346 0.346 +D+Lr 0.728 0.728 +D+0.750Lr 0.633 0.633 +0.60D 0.208 0.208 Lr Only 0.382 0.382 Project Title: Engineer: Project ID: Project Descr: Markham Residence MN 23-180.00 Addition & Remodel 40 Wood Beam Project File: 23-180.00 Markham Residence.ec6 UC#: KW-06014515, Build:20.23.05.25 DESCRIPTION: H7 -4x8 DF#2 DUNN SAVOIE INC. STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2023 CODE REFERENCES ------------------Ca I cu I at ions per NOS 2018, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Analysis Method : Allowable Stress Design Load Combination . IBC 2021 Wood Species Wood Grade Douglas Fir-Larch No.2 Fb + Fb - Fe -Prll Fe -Perp Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling D(0.982) Lr(1.228) 0(0 118) t r(O 1475) 4x8 Span = 3.50 ft 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi E : Modulus of Elasticity Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31 .210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0090 ksf, Tributary W idth = 3.0 ft, (Exterior Wall) Uniform Load : D = 0.0160, Lr= 0.020 ksf, Tributary Width = 2.0 ft, (Roof) Uniform Load: D = 0.0160, Lr= 0.020 ksf, Tributary Width= 7 .375 ft, ((E) Roof) Point Load : D = 0.9820, Lr= 1.228 k@ 1.750 ft, (RB-1 ) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.667: 1 Maximum Shear Stress Ratio Section used for this span 4x8 Section used for this span fb: Actual = 975.25psi fv: Actual F'b = 1 ,462. 50 psi F'v Load Combination +D+Lr Load Combination Location of maximum on span = 1.750ft Location of maximum on span Span # where maximum occurs Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.014 in Ratio = 2937>=240 Span: 1 : Lr Only Max Upward Transient Deflection 0 in Ratio= 0<240 n/a Max Downward Total Deflection 0.026 in Ratio= 1600>=180 Span: 1 : +D+Lr Max Upward Total Deflection O in Ratio= 0<180 n/a Maximum Forces & Stresses for Load Combinations = = = = = Load Combination -axs ress a 1os -Mo~ Segment Length Span# M V CD CM Ct CLx C Cfu Ci Cr M fb F'b D Only 0.0 Length = 3.50 ft 0.420 0.253 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.13 442.4 1,053.0 +D+Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 Length = 3.50 ft 0.667 0400 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.00 2.49 975.3 1,462.5 +D+0.750Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 Length = 3.50 ft 0.576 0.346 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.00 2.15 842.0 1,462.5 +0.60D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 Length = 3.50 ft 0.142 0.086 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.68 265.4 1,872.0 Design OK 0.400 : 1 4x8 90.09 psi 225.00 psi +D+Lr 2.900 ft Span# 1 ~ V fv F'v 0.00 0.0 0.0 0.69 41.1 162.0 0.00 0.0 0.0 1.52 90.1 225.0 0.00 0.0 0.0 1.32 77.8 225.0 0.00 0.0 0.0 0.42 24.6 288.0 Wood Beam LIC#: KW-06014515, Build:20.23.05.25 DESCRIPTION: H7 -4x8 DF#2 Overall Maximum Deflections Load Combination +D+Lr Vertical Reactions Load Combination Span Max pward rom all Load onditions Max Upward from Load Combinations Max Upward from Load Cases D Only +D+Lr +D+0.750Lr +0.60D Lr Only Project Title: Engineer: Project ID: Project Descr: Markham Residence MN 23-180.00 Addition & Remodel Project File: 23-180.00 Markham Residence.ec6 41 DUNN SAVOIE INC. STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2023 Max. "-" Defl Location in Span Load Combination 0.0262 1.763 Support notation : Far left is #1 Support 1 Support 2 1.743 1.743 1.743 1.743 0.942 0.942 0.801 0.801 1.743 1.743 1.507 1.507 0.480 0.480 0.942 0.942 Max. "+" Defl Location in Span 0.0000 Values in KIPS 0.000 Project Title: Engineer: Project ID: Project Descr: Markham Residence MN 23-180.00 Addition & Remodel 42 Wood Beam Project File: 23-180.00 Markham Residence.ec6 UC#: KW-06014515, Build:20.23.07.20 DESCRIPTION: H8 -6x4 DF#2 DUNN SAVOIE INC. STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2023 CODE REFERENCES Calculations per NOS 2018, IBC 2021, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2021 Wood Species Wood Grade Douglas Fir-Larch No.2 Fb + Fb- Fe -Prll Fe -Perp Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling D(O 10192~Lr(0.1274) D 0027 5.50 X 3.50 Span = 2.50 f1 875 psi E : Modulus of Elasticity 875 psi Ebend-xx 1300ksi 600 psi Eminbend -xx 470ksi 625 psi 170 psi 425 psi Density 31.21 pct Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0090 ksf, Tributary Width = 3.0 ft, (Exterior Wall) Uniform Load : D = 0.0160, Lr = 0 .020 ksf, Tributary Width= 6.370 ft, (Roof) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.198 1 Maximum Shear Stress Ratio Section used for this span 5.50 X 3.50 Section used for this span fb: Actual = 21 4.00psi fv: Actual F'b = 1,093.75psi F'v Load Combination +D+Lr Load Combination Location of maximum on span 1.250ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.004 in Ratio= 6804 >=240 Span: 1 : Lr Only Max Upward Transient Deflection O in Ratio = 0 <240 n/a Max Downward Total Deflection 0.009 in Ratio= 3382>=180 Span: 1 : +D+Lr Max Upward Total Deflection O in Ratio= 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max'Sress a10S Segment Length Span# M V CD CM Ct CLx C Cfu Ci Cr M fb D Only Length = 2.50 ft 0.137 0.064 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.10 107.6 +D+Lr 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Length = 2.50 ft 1 0.196 0.091 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.20 214.0 +D+0.750Lr 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Length = 2. 50 ft 1 0.171 0.080 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.18 187.4 +0.60D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Length = 2.50 ft 0.046 0.021 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.06 64.6 Design OK = 0.091 : 1 5.50 X 3.50 = 19.32 psi = 212.50 psi +D+Lr = 0.000 ft = Span# 1 F'b V fv F'v 0.0 0.00 0.0 0.0 787.5 0.12 9.7 153.0 0.0 0.00 0.0 0.0 1,093.8 0.25 19.3 212.5 0.0 0.00 0.0 0.0 1,093.8 0.22 16.9 212.5 0.0 0.00 0.0 0.0 1,400.0 0.07 5.8 272.0 Project Title: Engineer: Project 10: Project Descr: Wood Beam Markham Residence MN 23-180.00 Addition & Remodel Project File: 23-180.00 Markham Residence.ec6 43 UC#: KW-06014515, Build:20.23.07.20 DESCRIPTION: H8 -6x4 DF#2 DUNN SAVOIE INC. STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2023 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination +D+Lr ------1,----~occ.o""o""a-=-9 --.,..-1.""2""59=-------- Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 ~M~a-x~U"p_w_a_r__,d..,r_o_m_a-.I,;I L-o-a-.-,~o-n-.d"'iti~o-ns ______ 0.320 0.320 Max Upward from Load Combinations 0.320 0.320 Max Upward from Load Cases 0.161 0.161 D Only 0.161 0.161 +D+Lr 0.320 0.320 +D+0.750Lr 0.281 0.281 +0.60D 0.097 0.097 Lr Only 0.159 0.159 Max. "+" Defl Location in Span 0.0000 Values in KIPS 0.000 44 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 23-180.00 Markham Residence.ec6 UC#: KW-06014515, Build:20.23.05.25 DESCRIPTION: H9 -4x4 DF#2 DUNN SAVOIE INC. STRUCTURAL ENGINEERS (c} ENERCALC INC 1983-2023 CODE REFERENCES Calculations per NOS 2018, IBC 2021, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2021 Wood Species Wood Grade Douglas Fir-Larch No.2 Fb + Fb - Fe -Prll Fe -Perp Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling D(0.08832~ Lr(0.1104) D 0.027 4x4 Span = 3.0 ft 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi E : Modulus of Elasticity Ebend-xx 1,600.0 ksi Eminbend -xx 580.0 ksi Density 31.210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0090 ksf, Tributary W idth = 3.0 ft, (Exterior Wall) Uniform Load : D = 0.0160, Lr= 0.020 ksf, Tributary Width = 5 .520 ft, (Roof) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.253: 1 Maximum Shear Stress Ratio = 0.149:1 Section used for this span 4x4 Section used for this span 4x4 fb: Actual = 426.43psi fv: Actual = 33.59 psi F'b = 1,687.50psi F'v = 225.00 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span 1.500ft 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 0.010 in Ratio= 3559>=240 Span: 1 : Lr Only Max Upward Transient Deflection 0 in Ratio= 0 <240 n/a Max Downward Total Deflection 0.021 in Ratio= 17 40 >=180 Span: 1 : +D+Lr Max Upward Total Deflection O in Ratio= 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination ax S!ress Ra 10s -omen! Values Shear Val~ Segment Length Span# M V CD CM Ct CLx C Cfu c. Cr M fb F'b V fv F'v I DOnly 0.0 0.00 0.0 0.0 Length = 3.0 ft 1 0.179 0.106 0.90 1.00 1.00 1.00 1.500 1.00 1.00 1.00 0.13 217.9 1,215.0 0.14 17.2 162.0 +D+Lr 1.00 1.00 1.00 1.500 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 3.0 ft 1 0.253 0.149 1.25 1.00 1.00 1.00 1.500 1.00 1.00 1.00 0.25 426.4 1,687.5 0.27 33.6 225.0 +D+0.750Lr 1.00 1.00 1.00 1.500 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 3.0 ft 1 0.222 0.131 1.25 1.00 1.00 1.00 1.500 1.00 1.00 1.00 0.22 374.3 1,687.5 0.24 29.5 225.0 +0.600 1.00 1.00 1.00 1.500 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 3.0 ft 0.061 0.036 1.60 1.00 1.00 1.00 1.500 1.00 1.00 1.00 0.08 130.7 2,160.0 0.08 10.3 288.0 45 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 23-180.00 Markham Residence.ec6 UC#: KW-06014515, Build:20.23.05.25 DESCRIPTION: H9 -4x4 DF#2 DUNN SAVOIE INC. STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2023 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span --------------+D+Lr 1 0.0207 1.511 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS -----------------------------------------Lo ad Combination Support 1 Support 2 Max Upward rom all Load Conditions 0.339 0.339 Max Upward from Load Combinations 0.339 0.339 Max Upward from Load Cases 0.173 0.173 D Only 0.173 0.173 +D+Lr 0.339 0.339 +D+0.750Lr 0.297 0.297 +0.60D 0.104 0.104 Lr Only 0.166 0.166 Project Title: Engineer: Project ID: Project Descr: Markham Residence MN 23-180.00 Addition & Remodel 46 Wood Beam Project File: 23-180.00 Markham Residence.ec6 UC#: KW-06014515, Build:20.23.05.25 DUNN SAVOIE INC. STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION: FJ-1 -2x8 FJ at 16" o.c. CODE REFERENCES Calculations per NOS 2018, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties ·------------ Analysis Method : Allowable Stress Design Load Combination IBC 2021 Wood Species Wood Grade Douglas Fir-Larch No.2 Fb + Fb - Fe -Prll Fe -Perp Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling D(0.02394l L(0 0532) 2x8 Span; 9.0 ft 900 psi 900 psi 1350 psi 625 psi 180 psi 575 psi E : Modulus of Elasticity Ebend-xx 1600 ksi Eminbend -xx 580ksi Density 31.21 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight NOT internally calculated and added Uniform Load: D = 0.0180, L = 0.040 ksf, Tributary Width= 1_330 ft, (FJ) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.660 1 Maximum Shear Stress Ratio = 0.231 : 1 Section used for this span 2x8 Section used for this span 2x8 fb: Actual = 713.25psi fv: Actual = 41 .59 psi F'b = 1,080.00psi F'v = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 4.500ft Location of maximum on span = 8.409 ft Span # where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.104 in Ratio= 1042 >=360 Span: 1 : L Only Max Upward Transient Deflection O in Ratio= 0 <360 n/a Max Downward Total Deflection 0.150 in Ratio= 718 >=240 Span: 1 : +D+L Max Upward Total Deflection O in Ratio= 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination ax S!ress Ralios Sfiear 'ii'alues Segment Length Span# M V CD CM Ct CLx C Cfu c. I Cr M F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 9.0 ft 1 0.228 0.080 0.90 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.24 221.4 972.0 0.09 12.9 162.0 +D+L 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 9.0 ft 1 0.660 0.231 1.00 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.78 713.2 1,080.0 0.30 41 .6 180.0 +D+0.750L 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 9.0 ft 1 0.437 0.153 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.65 5903 1,350.0 0.25 34.4 225.0 +0.60D 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 9.0 ft 0.077 0.027 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.15 132.8 1,728.0 0.06 7.7 288.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Markham Residence MN 23-180.00 Addition & Remodel Project File: 23-180.00 Markham Residence.ec6 47 UC#: KW-06014515, Build:20.23.05.25 OUNN SAVOIE INC. STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION: FJ-1 -2x8 FJ at 16" o.c. Overall Maximum Deflections Load Combination +D+L Vertical Reactions Load Combination Span Max Upward from all Load Conditions Max Upward from Load Combinations Max Upward from Load Cases D Only +D+L +D+0.750L +0.60D L Only Max. "-" Defl Location in Span Load Combination 0.1503 4.533 Support notation : Far left is #1 Support 1 Support 2 0.347 0.347 0.347 0.347 0.239 0.239 0.108 0.108 0.347 0.347 0.287 0.287 0.065 0.065 0.239 0.239 Max. "+" Defl Location in Span 0.0000 Values in KIPS 0.000 Project Title: Engineer: Project ID: Project Descr: Wood Column Markham Residence MN 23-180.00 Addition & Remodel Project File: 23-180.00 Markham Residence.ec6 48 UC#: KW-06014515, Build:20.23.07.20 DESCRIPTION: P1 -6x6 DUNN SAVOIE INC. STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2023 Code References Calculations per NOS 2018, IBC 2021 , ASCE 7-16 Load Combinations Used: IBC 2021 General Information Analysis Method Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height , Used for 11on-slencie1 calculat,011, ) Wood Species Douglas Fir-Larch Wood Grade No.2 Fb + 750 psi Fv Fb -750 psi Ft Fe -Prll 700 psi Density Fe -Perp 625psi 8 ft 170 psi 475 psi 31.21 pcf Wood Section Name Wood Grading/Manuf. Wood Member Type Exact Width Exact Depth Area Ix ly 6x6 Graded Lumber Sawn 5.50 in Allow Stress Modification Factors 5.50 in Cf or Cv for Bending 1.0 30.250 inA2 Cf or Cv for Compressio1 1.0 76.255 inA4 Cf or Cv for Tension 1.0 76.255 inA4 Cm : Wet Use Factor 1.0 Ct : Temperature Fact 1.0 Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity . . . x-x Bending y-y Bending Axial Kf : Built-up columns 1.0 Basic 1300 1300 Minimum 470 470 1300 ksi Use Cr : Repetitive ? Column Buckling Condition: Fully braced against buckling ABOUT X-X Axis ABOUT Y-Y Axis: Luy = 8 ft, Ky= 1.0 No Applied Loads Service loads entered. Load Factors will be applied for calculations. -----------------------Co I um n self weight included : 52.450 lbs * Dead Load Factor AXIAL LOADS ... RB-3: Axial Load at 8.0 ft, D = 0.4290, Lr= 0.5360 k RB-5: Axial Load at 8.0 ft, D = 0.6770, Lr= 0.8470 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination 0.1198 : 1 +D+Lr Comp Only, fc/Fc' Governing NOS Forumla Location of max.above base At maximum location values are . Applied Axial Applied Mx Applied My Fe : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear Load Combination Results 0.0 ft 2.541 k 0.0 k-ft 0.0 k-ft 701.39 psi 0.0 : 1 +0.60D 8.0 ft 0.0 psi 272.0 psi Maximum SERVICE Lateral Load Reactions .. Top along Y-'r 0.0 k Bottom along Y-Y 0.0 k Top along X-X 0.0 k Bottom along X-X 0.0 k Maximum SERVICE Load Lateral Deflections ... Along Y-Y 0.0 in at 0.0 ft above base for load combination : n/a Along X-X 0.0 in at 0.0 ft above base for load combination : n/a Other Factors used to calculate allowable stresses ... ~ Compression Ien.filQn M!;!xim1Jm Axil;!! + !;lendiog Stress Rlllios M!;!xirn1Jrn Shel;!r Rlltios Co Cp Load Combination D Only +D+Lr +D+0.750Lr +0.60D Maximum Reactions Load Combination □Only +D+Lr 0.900 0.868 1.250 0.802 1.250 0.802 1.600 0.732 X-X Axis Reaction @ Base @Top Stress Ratio Status Location Stress Ratio Status Location 0.07001 PASS 0.0ft 0.0 PASS 8.0 ft 0.11 98 PASS 0.0ft 0.0 PASS 8.0 ft 0.1035 PASS 0.0ft 0.0 PASS 8.0 ft 0.02802 PASS 0.0ft 0.0 PASS 8.0 ft Note: Only non-zero reactions are listed. k Y-Y Axis Reaction Axial Reaction My -End Moments k-ft Mx -End Moments @ Base @ Top @ Base @ Base @Top @ Base @Top --------------1.158 2.541 Project Title: Engineer: Project ID: Project Descr: Wood Column Markham Residence MN 23-180.00 Addition & Remodel Project File: 23-180.00 Markham Residence.ec6 49 UC#: KW-06014515, Build:20.23.07.20 DESCRIPTION: P1 -6x6 DUNN SAVOIE INC. STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2023 Maximum Reactions __________ Note Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My -End Moments k-ft Mx -End Moments Load Combination @ Base @Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top ------------+D+0.750 Lr 2.196 +0.600 0.695 Lr Only 1.383 Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection -D-is-ta_n_c_e ___ M_a_x_. y-_-y_o_e_f_le-c-tion Distance D Only ----------0-.0-0_0_0-in--O.Occ-o=oc-cftc------0=-.-=-oo"""'occi-n---=-o.-=o-=-oo=-ttc------------- +D+Lr 0.0000 in 0.000ft 0.000 in 0.000ft +D+0.750Lr 0.0000 in 0.000ft 0.000 in 0.000ft +0.600 0.0000 in 0.000ft 0.000 in 0.000ft Lr Only 0.0000 in 0.000ft 0.000 in 0.000ft Sketches .... +X 5.50 in 8/9/23, 2:06 PM ATC Hazards by Location A This Is a beta release of the new ATC Hazards by Locatton website Please~ with feedoac• O The ATC Hazards by Location websltew,11 not be updated to supportASCE 7-22 ~Y.. l\TC Hazards by Location Search Information Address: Coordinates: Elevation: Tlmestamp: Hazard Type: 2792 Highland Dr, Carlsbad, CA 92008, USA 33,1691447, ·117.339825 164ft 2023-08-09T21 :05:24.860Z Wind Temecula 0 0 Escondido e"" nlan~ Anza·Borrego Desen State Park Cleveland Map d~ta C2023 Google, INEGI Report I map error ASCE 7-16 ASCE 7-10 ASCE 7-05 MRI 10-Year 67 mp: MRI 10-Year 72 mph ASCE 7-05 Wind Speed 85 mph MRI 25-Year 72 mph MRI 25-Year 79 ,np MRI SO-Year 77 mph MRI 50-Year MRI 100-Year 82 mph MRI 100-Year 91 mpn Risk Category I 89 mph Risk Category I 100 mph Risk Category 11 96 mpr, Risk Category 11 110 mph Risk Category 111 102 mpr Risk Category Ill-IV 115 Tipl1 Risk Category IV 107 mph ..... ,,~ resulrs 1•1d1c.:ate:d /ierf: DO NOT ,etiec· any state l11 /ora -t'llf" ur,1, •1'!> to tW va1,1e~ O' a ~ de/I ear10 mf•r;. nw oun1\.: f'1<:-buildmo caaf" cdao!,011 µ O(e-5s L-tt.•'S sh~)1Jlc! nf1rr•1 cwv ,,tn ,t JNu,nf:>o· f,om tn1c. 1001 wrtfi /lie o al Au111c11/y "1;1v 119 ..,01 so,,,,,,, ocJo,c, pro r•,.d1n"' \\1!1 ,~s1 p1 Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7. islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area -in some cases, this website will extrapolate past the last wind speed contour and therefore. provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain. gorges, ocean promontories. and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy. suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals. having experience and knowledge in the field of practice. nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsib~ for building code approval and interpretation for the building site described by latitude/longitude location in the report. https://hazards.atcouncil.org/#/wind?lat=33.1691447&Ing=-117.339825&address=2792 Highland Dr%2C Carlsbad%2C CA 92008%2C USA 50 1 /1 51 II JOB Markham Residence DUNN SAVOIE IN C. STRUCTUR.AL E NGIN EERING SHEET NO. OF 90B S. CLEVELAND S T. CALCULATED BY MN DATE 8/23 OCEAN SIDE, CA. 92064 PH: {760) 966-6355 CHECKED BY DATE FAX: (760) 966-6360 23-180.00 SCALE JOB# W1W2 LRFD ASD z Normal Parallel Normal Parallel CODE: ASCE 7-16 to Ridge to Ridge to Ridae to Ridae 0 to 15' 12.7 11.6 7.6 7.0 Exposure B MIN 16.0 16.0 9.6 9.6 Wind Speed (mph) 96 Parapet 0.0 0.0 0.0 0.0 Roof Pitch Gable TOTAL FORCE Wall Heiqht (ft) 1st FL 8 Pitch (ft) 5.0 2nd Fl 0.0 Parapet -- -Overhang (ft) 1.5 5-11 Wind Force Roof Lenath (ft) Area (ft) Force (lb) Trib Heiqht Load (PLF) 5-9 25.42 229 2196 9.0 86 9-11 11.00 99 950 9.0 86 Total 36.4 229 3147 A-H Wind Force Roof Lenqth (ft) Area (ft) Force (lb) Trib Height Load (PLF) A-D 31.5 284 2722 9.0 86 O-H 25.9 233 2239 9.0 86 Total 57.4 517 4961 8/9/23, 2:04 PM U.S. Seismic Design Maps 52 USGS web services were down for some period of time and as a result this tool wasn't operational, resulting in timeout error. USGS web services are now operational so this tool should work as expected. OSHPD 2792 Highland Dr, Carlsbad, CA 92008, USA Latitude, Longitude: 33.1691447, -117.339825 I 'Hurst Orthodontics Green Lotus ft Orga nic Farm T 9 Barret Computers Inc c::, Q) ~-(/) ► Go gle Date Design Code Reference Document Risk Category Site Class Type Value Ss 1.041 S1 0.378 SMs 1.249 SM1 null -See Section 11.4.8 Sos 0.833 S01 null -See Section 11.4.8 Type Value soc null -See Section 11.4.8 Fa 1.2 Fv null -See Section 11.4.8 PGA 0.457 FPGA 1.2 PGAM 0.548 TL 8 SsRT 1.041 SsUH 1.16 SsD 1.5 S1RT 0.378 S1UH 0.417 S1D 0.6 PGAd 0.536 https://www.seismicmaps.org % ,,.,.. 019 IS} Reservoir Park Kingdom Hall of ft Jehovah's Witnesses Y ~e {;)~ 0 -.J\\\'3 Buena Vista\ Casey's Car Clinic 9 e,'3'\s'0'3 Map data ©2023 8/9/2023, 2:05:46 PM ASCE7-16 II D -Default (See Section 11.4.3) Description MCER ground motion. (for 0.2 second period) Description MCER ground motion. (for 1.0s period) Site-modified spectral acceleration value Site-modified spectral acceleration value Numeric seismic design value at 0.2 second SA Numeric seismic design value at 1.0 second SA Seismic design category Site amplification factor at 0.2 second Site amplification factor at 1.0 second MCEG peak ground acceleration Site amplification factor at PGA Site modified peak ground acceleration Long-period transition period in seconds Probabilistic risk-targeted ground motion. (0.2 second) Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration Factored deterministic acceleration value. (0.2 second) Probabilistic risk-targeted ground motion. (1.0 second) Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. Factored deterministic acceleration value. (1.0 second) Factored deterministic acceleration value. (Peak Ground Acceleration) 1/3 JOB Markham Residence SHEET NO. OF CALCULATED BY MN DATE 8/23 CHECKED BY DATE □SI D UNN S AVOIE INC . S TRUCTU RAL ENGINEERING 90B S. C LEVE LAND S T. OCEANSIDE, C A . 9205 4 PH: (760) 966-6355 FAX: (7 6 0 ) 966-6 3 6 D SCALE JOB# 23-180.00 SESIMIC ANAL YSISl l 1ST FLOOR Building Structure Light-frame walls sheathed with wood structural panels rated for shear resistance Therefore, per 2019 CBC, for the entire structure, R= 6.50 Oo= 3.00 Cd= 4.00 Per IBC 2018, ASCE 7-16 Chapter 11, 12, 13, 15 Seismic Design Criteria Method 2 Soil Site Class D Input the coordinate of project Latitude 33.16914 Longitude -117.3398 From the Ground Motion Parameter Calculator by USGS The seismic design parameters are Ss = 1.041 g S1 = 0.378 g Fa= Fv = 1.200 1.922 Seiemic Design Category (SDC) Determination Risk Category of Building 11 Seismic Design Category for 0.1 sec D Seismic Design Category for 1.0sec D S1 = 0.378 < 0.75g Therefore, SOC= D =========== Equivalent lateral force procedure Table 20-3-1, Defau It = D (24° to 50°) (-125° to -65°) SMS= 1.249 g SM1= SOS= SD1= 0.727 g 0.833 g 0.485 g Table 1.5-1 Table 11 .6-1 Table 11 .6-2 Section 11.6 NOT Apply! Structure Type: All other structural systems Section 12.8 Table12.8-2 To Determine Period C1 = 0.020 X = 0.750 Building ht. Hn = 13 ft Cu= 1 .400 for S01 of 0.485g Approx Fundamental period, Ta= C1(hnl = 0.137 TL= 8 Sec Calculated T shall not exceed :5 Cu.Ta = 0.192 Use T = 0.137 Per Section 11 .6 T :s: 0.8Ts = 0.8 So1IS0s = 0.466 Site-Specific Ground Motion Response Analysis No sec. sec. Table12.8-1 Figure 22-15 OK! 11.4.8 Exception (2) Does Soil Site Class= D & S1 > 0.2 YES Ts= 0.58 1.5 Ts= 0.873349 T < 1.5 Ts Is Structure Regular & :S 5 stories? Yes p= 1.3 Maximum SOS Value in Determination of Cs = 0.833g Response Modification Coef. R = Over Strength Factor 0 0 = Importance factor I = Seismic Base Shear V = C = s or need not to exceed, Cs= or C5 = Cs shall not be less than = 6.5 3.0 1.00 C5 W Sos R/1 So, (R/1).T So1TL T2(R/I) 0.037 =0.128 = 0.817 N/A Eq (12.8-2) Control For T > TL Section 12.8.1.3 Table-12.2-1 Table 11 .5-1 (12.8-2) Min Cs= 0.5S11/R N/A For S1 ~ 0.6g (12.8-3) (12.8-4) (12.8-5) (12.8-6) Use Cs= 0.128 Design Base Shear V = 0.128 W x0.7(ASD)x1.3(r) = 0.117W Dunn Savoie Inc. Structural Engineering 908 S. Cleveland St., Oceanside, CA 92054 Ph: (760) 966-6355 E-mail: dsi@surfdsi.com w~ -~-b t-2 ·S") P>t-.,,, vJw~:., " ,,1-)',.. g_1> '2.- \) b~ -:; D· 11 r w :; • O • II -:,.. "'-Sb. 6 1'- ~ IO , 1:, /t. 54 JOB 2,o-180. C,o SHEETNQ. _______ OF rt"i-.J __ l_l __ CALCULATEDBY_...;.__ ____ DATE ()f /'t "2-3 CHECKEDBY ______ DATE ----- SCALE _____________ _ -,..... '.;'f~ tt'i :::; 73.S'lc. )(. 3li3, # -13. I Jc. gt 6 }<. 55 ,., D UNN SAVOIE INC. JOB Markham Residence STRUCTURAL ENGINEERING SHEET NO. OF 908 S . C LEVELAND ST. MN 8/23 CALCULATED BY DATE OCEANSIDE, CA. 92054 PH: (760) 966-6355 CHECKED BY DATE F'AX: (760) 966-6360 SCALE JOB# 23-180.00 DIAPHRAGMS Roof Diaphragms (Wind) Line VVPLF L B V V M C=T 5-9 86 25.4 40.00 1098 27 6979 174 # 9-11 86 11 .0 40.00 475 12 1307 33 # Roof Diaphragms (Wind) Line WPLF L B V V M C=T A-D 86 31 .5 40.00 1361 34 10716 268 # 0-H 86 25.9 40.00 1120 28 7256 181 # 56 [[II DUN N SAVO IE INC. JOB Markham Residence S TRU CTURA L E NGIN EE RING SHEET NO. OF 908 S. C L EVELAN D ST. MN 8/23 OCEA NSIDE, C A . 92054 CALCULATED BY DATE PH! (76 0} 966-63S5 CHECKED BY DATE FA X: (760} 966-6360 SCALE JOB# 23-180.00 Main House Load Loads to Lines (Wind) 9-11 VI ~ Level lb) Line PH Roof 3rd FL 2nd FL 1st FL Sub PH Roof 3rd FL 2nd FL 1st FL Comment 9 1573 1573 1573 11 475 475 475 Total 0 2049 0 0 0 2049 0 2049 0 0 0 Loads to Lines (Seismic) 9-11 R=6.5 Vi il Level lb) Line PH Roof 3rd FL 2nd FL 1st FL Sub PH Roof 3rd FL 2nd FL 1st FL Comment 9 3004 3004 3004 3004 11 814 814 814 814 Total 0 3818 0 0 0 381 8 0 3818 0 3818 0 Loads to Lines (Wind) A-D Vt i> Level lb) Line PH Roof 3rd FL 2nd FL 1st FL Sub PH Roof 3rd FL 2nd FL 1st FL Comment A 1361 1361 1361 D 2481 2481 2481 Total 0 3841 0 0 0 3841 0 3841 0 0 0 Loads to Lines (Seismic) A-D R=6.5 V ~~Level lb) Line PH Roof 3rd FL 2nd FL 1st FL Sub PH Roof 3rd FL 2nd FL 1st FL Comment A 1884 1884 1884 D 3564 3564 3564 Total 0 5448 0 0 0 5448 0 5448 0 0 0 9-11 A-D Controlina Loads Controlina Loads Direction Seis/Wind Direction Seis/Wind ROOF Seismic ROOF Seismic JOB Markham Residence SHEET NO OF CALCULATED BY MN DATE 8/23 CHECKED BY O,,TE ■ DUNN 6AVCJIE INC. STRUCTURAL E:NGINEERING 909 S. CLEVELAND ST. OCEANSIDE. CA. 92054 PH: (760) 966·6355 F"AX: (760) 9615-636□ SCALE Job. 23-180.00 ,p: .S_HEAR WALLS MANUFACTURER BY" SIMPSON" LOAD LINE: 9 TOTAL FORCE 3004 # edge to center of com and tens= 0.75 ft LEVEL: ROOF SEISMIC Window= 0 ft SEG. COM. TOTAL d HE;;tT RATIO !.O<h/b,<3. V(seg.) (ft~;.) WALL AXIAL T T,_ T"""' HOLD M n L !ft) !ft) (lbs.) (lbs) !lbs.) !lbs.) !lbs.) DOWN TR 3075 1.0 1 9A 6 5.25 98 5.5 4.75 11.50 vi = 261 plf vi = 261 plf SDs= 0.833 FOR WIND ENTER SOS = 0 v .. =vn X 1.4 8 8 CONNECTOR= SPACING= 5/8 in BOLT 48 in 1.3 OK 1567 12538 1.5 OK 1437 11494 1567 432 192 2216 2216 HDU2 H2 396 176 2260 2260 HDU2 H2 3075 1.0 Wood Framin..!!. BOTH SIDE SHEATHING: NO -8d NAILS 3/8 SHEATHING TYPE EN BN FN G) 6 6 12 Vn = 280 plf Val = 280 plf OK vR= 472 plf OK CONNECTION TO STEM PLATE: (1) 0.625" DIAM. A.B. @48" O.C.; vR = 472 plf MINIMUM (3) A.B. WILL BE USED vi for connection= LOAD LINE: I LEVEL: ROOF SEG. COM. 11A vi= vi= SDs= 0.833 261 11 TOTAL FORCE 814 # edge to center of com and tens= Window= SEISMIC Mo, RATIO !.O<h/b,<3. V(seg.) (ft-lbs. 1.1 OK 814 6512 814 WALL [lbs. 540 AXIAL lbs. 241 Wood Framing -----. ·-······- 8d NAILS 3/8 0-:15 0 ft T 'lbs. 755 Ta'°'" :lbs T UMal :1bs. 755 SHEATHING TYPE HOLD DOWN HDU2 0 M TR Q H2 3075 1.0 BOTH SIDE SHEATHING: NO FOR WIND ENTER sos= 0 VafFVn x 1.4 EN BN FN G) CONNECTOR= 5/8 in BOLT SPACING= 48 in vR= vi for connection= 472 plf 109 OK 6 6 12 Vn= 280 plf Val : 280 plf OK CONNECTION TO STEM PLATE: (1) 0.625" DIAM. A.B. @48" O.C.; vR = 472 plf MINIMUM (3) A.B. WILL BE USED Te Unfactered 3412 3457 TE Unfactered 1378 u, ..... LOAD LINE: A TOTAL FORCE 1884 # edge to center of com and tens= 0.75 0 LEVEL: ROOF SEISMIC Window= ft SEG. COM. TOTAL d HEIGHT , < < Mor WALL AXIAL T T ..... T1o1a1 HOLD M Q Lift) (ftl (ftl RATIO •. 0 h/b, 3. V(seg.) (ft-lbs ) llbs.l /lbs. l (lbs. l (lbs l ribs. l DOWN TR A1 8 7.25 8 1.0 OK 1884 15072 576 257 1857 1857 HDU2 H2 3075 1.0 8.00 1884 vi= 236 plf vi = 236 plf SDs= 0.833 Wood Framing BOTH SIDE SHEATHING: NO 8d NAILS 3/8 SHEATHING TYPE FOR WIND ENTER SOS = 0 Vat=Vn X 1.4 EN BN FN CONNECTOR= 5/8 in BOLT 6 6 12 Gu SPACING= 48 in Vn = 280 plf v= 472 v •• = 280 plf OK vR= 472 pit OK CONNECTION TO STEM PLATE: 11! 0.625" DIAM. A.B. @48" O.C.; vR = 472 plf vi for connection= 236 MINIMUM 13) A.B. WILL BE USED TE Unfactered 2970 c.n 00 59 MiTek" HARDY FRAME Shear Wall Systems Seismic R.U, C, d .O Wind Model Number Net Height HD Bolt Dia (In) Applied Axial Allowable vuemi:) Allowlllll H (In) and Grade' Load 4 ln-Pllnl Shear Drift at ln-PllnlSllllr Drlftll Jt"'i:i V1(1bs) V 1 (In) VI (lbs) VI (In) 1 000 1 380 12165 1 755 0.433 15 585 HFX-12.x78 78 1 1/8" STD 3 500 1 350 0.341 10 625 1 685 13 720 6 500 1 310 8 775 1400 0.363 9 610 1 000 1 780 12 545 2 245 0.433 15 945 HFX-15x78 78 11/8" STD 3 500 1 750 0.341 10965 2175 14 065 6 500 1 715 9070 1790 0.354 9 610 1 000 2 875 0.341 15 935 3 430 0.433 19100 HFX-18x78 78 11/8" STD 3 500 2 780 14 055 3 050 0.386 15 610 6 500 2285 0.279 9 610 2 285 0.278 9610 1 000 3635 0.341 16520 4 355 0.433 19915 HFX-21x78 78 1 1/8" STD 3 500 3 525 14 690 3 720 0.366 15 610 6 500 2 775 0.265 9 610 2 775 0.265 9 610 1 000 3,830 0.236 14 700 5105 0.343 19770 11/8" STD 3 500 0.243 13 395 4 385 0.292 15610 HFX-24x78 78 6500 3 270 0.210 9610 3270 0.210 9610 1 000 5 070 0.341 19620 5 315 0.363 20610 11/8"HS 3500 4 385 0.293 15 610 4 385 0.293 15 610 6500 3 270 0.211 9 610 3 270 0.211 9 610 1 000 1180 12 305 1 490 0.512 15690 HFX-12x8 921/4 1 1/8" STD 3 500 1 155 0.404 10 760 1 435 13820 6 500 1120 8910 1185 0.426 9610 1 000 1 475 12 260 1 870 0.512 15 690 HFX-15x8 92 1/4 1 1/8" STD 3 500 1 450 0.404 10 685 1 810 13 815 6 500 1 420 8 795 1 510 0.428 9 610 1 000 2 450 0.404 16 055 2 920 0.512 19 230 HFX-18x8 921/4 1 1/8" STD 3 500 2 370 14 170 2 580 0.453 15 610 6 500 1 930 0.326 9 610 1 930 0.326 9 610 1 000 3025 0.404 16 245 3 625 0.512 19 585 HFX-21x8 921/4 1 1/8" STD 3 500 2930 14 425 3145 0.442 15 610 6 500 2 350 0.320 9610 2 350 0.320 9 610 1 000 3.420 0.292 15 555 4 495 0.425 20 610 1 1/8" STD 3 500 0.307 14 250 3 710 0.343 15 610 HFX-24x8 92 1/4 6 500 2 765 0.246 9 610 2 765 0.247 9 610 1000 4 315 0.404 19 770 4 495 0.426 20 610 1 1/8" HS 3 500 3 710 0.344 15 610 3 710 0.344 15 610 6 500 2 765 0.247 9 610 2 765 0.248 9 610 1 000 2135 0.310 8 040 2135 0.310 8 040 HFX-32x8 921/4 7/8" STD 3 500 1 470 0.229 5540 1 470 0.229 5 540 6 500 675 0.139 2 540 675 0.139 2 540 1 000 2 950 0.269 7 610 3 215 0.264 8 295 7/8" STD 3 500 2 245 0.188 5 795 2 245 0.188 5 795 HFX-44x8 92 1/4 6 500 1 085 0.118 2 795 1 085 0.118 2 795 1 000 3 215 0.263 8 295 3 215 0.263 8 295 7/8" HS 3 500 2 245 0.188 5 795 2 245 0.188 5 795 6 500 1 085 0.118 2 795 1 085 0.118 2 795 1 000 1 050 12 395 1 325 0.579 15 770 HFX-12x9 104 1/4 1 1/8" STD 3500 1 030 0.456 10850 1 275 13900 6500 1 000 8995 1 050 0.478 9 610 1 000 1 285 12 050 1 635 0.579 15500 HFX-15x9 104 1/4 1 1/8" STD 3 500 1 260 0.456 10480 1 585 13 635 6 500 1 235 8595 1 340 0.491 9 610 1000 2175 0.456 16100 2590 0.579 19285 HFX-18x9 104 1/4 11/8" STD 3 500 2100 14 215 2285 0.510 15 610 6500 1 710 0.367 9 610 1 710 0.367 9610 1 000 2640 0.456 16 040 3170 0.579 19 340 HFX-21x9 104 1/4 11/8" STD 3 500 2 565 14 230 2785 0.508 15 610 6500 2080 0.367 9 610 2080 0.367 9610 1 000 3,140 0.346 16160 3980 0.477 20 610 11/8" STD 3 500 0.362 14 850 3 285 0.385 15 610 HFX-24x9 104 1/4 6500 2 450 0.277 9610 2450 0.277 9610 1 000 3 835 0.456 19 855 3980 0.478 20610 11/8" HS 3 500 3 285 0.386 15 610 3285 0.386 15610 6 500 2 450 0.278 9 61 0 2450 0.278 9 610 1 000 1 890 0.365 8040 1 890 0.365 8040 HFX-32x9 104 1/4 7/8" STO 3 500 1 300 0.269 5 540 1 300 0.269 5540 6500 595 0.162 2 540 595 0.162 2 540 1 000 2745 0.312 8005 2 845 0.308 8 295 7/8" STD 3 500 1 990 0.219 5 795 1 990 0.220 5 795 HFX-44x9 104 1/4 6 500 960 0.136 2 795 960 0.136 2795 1 000 2 845 0.308 8 295 2 845 0.308 8295 27 -7/8"HS 3 500 1 990 0.220 5 795 1 990 0.220 5 795 6500 960 0.136 2 795 960 0.136 2795 1 000 950 12 475 1195 0.646 15 835 HFX-12x10 116 1/4 1 1/8" STD 3 500 925 0.509 10925 1150 13 965 6,500 900 9070 940 0.530 9 610 Project Title: Engineer: Project ID: Project Descr: Wood Shear Wall Markham Residence MN 23-180.00 Addition & Remodel Project File: 23-180.00 Markham Residence.ec6 60 UC#: KW-06014515, Build:20.23.07.20 DUNN SAVOIE INC. STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION: F1 -Footing for HFX 18x8 Shear Panel Summary Panel Level Max Shear # Sides Shear Summary & Attachment ID # (kips) Load Comb Used Actual (plf) Allow Status Attachment P1 1.380 +0.600+0.70E 0.0 Chord Summary Dist from Level Left Force Chord ID # (ft) (kips) Load Comb C1 0.00 Comp Values : Max. Down : Tens Values : Max. Uplift : 0.0 D Only 0.1 k 7.4k Load Comb :D Only Load Comb :+D+0.70E User-specified anchorage device : __________ _ C2 1.50 0.0 +D+0.70E Comp Values : Max. Down : 7.4 k Load Comb :+D+0.70E Tens Values: Max. Uplift : 0.0 k Load Comb : User-specified anchorage device : __________ _ Chord Naming lnformatio C : Item is a Chord L : Followed by level numbt WL : Indicates Chord is on left edge of wall Footing Information Footing Dimensions Dist. Left Wall Length Dist. Right Total Ftg Length 2.750 ft 1.50 ft 2.750 ft ---7.0 ft Max Factored Soil Pressures @ Left Side of Footing 213.429 psi .... governing load comb +1.400 @ Right Side of Footing 15,590.1 psi .... governing load comb +1.20D+E fc Fy 3.0 ksi 60.0 ksi Height/Width Ratio Actual Allow Notes 0.0 NG 5.33 3.50 Ratio NG CHORD DESIGN SUMMARY # Req"d Member Stress @ Location Size Ratio Governs Status 2 2x4 0.70 Tension 2 Max fc = Max ft= 2x4 Max fc = Max ft= 6 psi 701 psi 0.71 707 psi Opsi # : Followed by chord number from left to r WR : Indicates Chord is on right edge of wall Rebar Cover Footing Thickness Width Max UNfactored Soil Pressures @ Left Side of Footing 153.429 psi .... governing load com Ii> Only @ Right Side of Footing 1,160.64 psi .... governing load comlt0+0.70E AllowF'c = Allow F't = Comp Allow F'c = Allow F't = 3.0in 12.0in 3.0ft OK 1,000 psi 1,000 psi OK 1,000 psi 1,000 psi Footing One-Way Shear Check ... Overturning Stability... @ Left End of Ftg @ Right End of Ftg 9.299 k-ft 11.617 k-ft 1.249: 1 +0.600+0.70E vu @ Left End of Footing 4.650 psi vu @ Right End of Footing 13.987 psi vn • phi : Allowable Footing Bending Design ... Mu Ru As% Req'd As Req'd in Footing Width 93.113 psi @ Lett End 2.421 k-ft 11.070 psi 0.00180 in'2 0.5832 in'2 Overturning Moment 9.299 k-ft Resisting Moment Stability Ratio .... governing load comb @Right End 10.382 k-ft 47.469 psi 0.00180 in'2 0.5832 in'2 11.617 k-ft 1.249 : 1 +0.600+0.70E STORM WATER POLLUTION PREVENTION NOTES 1. ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FAOLITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPs ¥MEN RAIN IS EMINENT. 2. THE 01\l'lER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE OTY INSPECTOR AFTER EACH RUN-OFF PRODUONG RAINFALL 3. THE Ol™ER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE OTY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR UNFORESEEN ORCUMST ANCES ¥MICH MAY ARISE. 4. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY ¥MEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT { 40,:), SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. 5. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. 6. ADE QUA TE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. 7. THE OTY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE 'MTH OTY STORM WATER QUALITY REGULATIONS. OWNER'S CERTIFICATE: I UNDERSTAND AND ACKNO\\UIJGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID THE MOBIUZATION Of POU.UTANTS SUCH AS SEDIMENT AND TO A VOID THE EXPOSURE Of STORM WATER TO CONSTRUCTION RELATED POllUTANTS; ANO (2) ADHERE TO, AND AT ALL TIMES, COMPLY 111TH THIS OTY APPRO~ TIER 1 CONSTRUCTION S'lll'PP THROUGHOUT THE DURATION Of THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPRO~ BY THE OTY Of CARLSBAD. Tisha and James Markham 0¥,!;ER(S)/O'M'IER'S AGENT NAME (PRINT) 0¥,!;ER(S)/O~~RE) E-29 DATE STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP E-29 CB ___ _ SW BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE ErosiOnConllOI Sediment Control BMPs Tradting Non-Stenn Water Waste Management and Materials BMPs Control BMPs Management BMPs Pollution ConllOI BMPs § ,g ,g ~ C 'O C ., "' 0 E ~ i ] ] -~ i C 0 ~ C. 0 ::, 'O ., Ii "' -~ -.; I ·i i' g' !s ., "' CO> C. C £ g~ ~ ~ ., Best Management Practice" ~ £ O o ., ~ "' -~ .!! w ~ 1 j_ ii ., ,. O C u~ ~ ., ~i ~ ., V, C ~ ., "' ., "' m ~ g 'O ., j -g ., .. ii (BMP) Description ➔ ] ., 15., ::, '5 cS~ u 1 "' 0 ,. C -g~ ]i C c 0" l'l E 5E :i ::, .!'. 0 ; ~-~ ~ O:;::; U" Oo .. ~ ~o a: ~: ·" ai= -8 ·E ~g I ;cc~ 'O., 'O 0 .. ~ ,, Eu ~o -~ ~ I ~ ~.!=; L 0, 1l £.s ~ " ... ~ :g ~ ~8 ~g oO ~ LO 8-l ~ ] g C O O i~ -:s g = 15 NC ~c U) ti ~ 0 -L il ft.~ o_ ~~ oo <.> V5 <.> V>> V, V, "-in C V, a: ::, V, "' in b!'u :c::, CASQA Designation ➔ ,._ ., "' ,.,, ... "' "' ,._ ., 0 N ' ,.,, ,._ ., ' N ,.,, ... "' "' I I I ' ' I I I I I I ' ' I I I I I I I I I u u u u bl bl bl bl bl bl bl bl e, e, (/) (/) (/) (/) i i i i i i Construaion AdiYity w w w w z z z z Grodino /Soil Dislurbooce Trenchin11 lt"vcovotion Slockoiino X Drilinn lllorinn X Concrete/Asoholt Sowcuttinn Concrete Flotwork Povina Conduit m--e Installation IX Stucco/Mortar Work Waste Disnnsol Stooino/\.ov Down Arec [~,;,...,.,,ent Maintenance and Fuelinn Hazardous Substance Use/Stora"" Dewolerino Site Access Aaoss Dirt Other flist1: Instructions: 1. Check the box lo the left of all opplicoble construction octiYity (f~sl column) expected to occur during construction. 2. Located along the lop of the BMP Tobie is a list of BMP's with it's corresponding California Slormwoler Quality Association (CASQA) designation number. Choose one or more Bt.4Ps you intend to use during constructk>n from the list. Check the box where the chosen activity row intersects with the BMP column. 3. Refer lo the CASQA construction hondbook for informolion ond delais of the chosen BMPs and how lo apply them lo the project. " ., ji ~! t, 0 C C oo u::, ., I i SHOW THE LOCATIONS OF ALL CHOSEN BMPs ABOVE PROJECT INFORMATION Site Address: 2792 Highland Dr., Carlsbad, ~a 92008 ON THE PROJECTS SITE PLAN/EROSION CONTROL PLAN. SEE THE REVERSE SIDE OF THIS SHEET FOR A SAMPLE EROSION CONTROL PLAN. Page 1 of 1 Assessor's Parcel Number: 156-141-16-00 Emergency Contact: Name: James Markham 24 Hour Phone: 760-207-9448 Construction Threet lo Storm Waler Quality (Check Box) 0 MEDIUM IX] LOW REV 02/16 ~