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HomeMy WebLinkAbout2684 HIGHLAND DR; ; CBR2022-0953; PermitBuilding Permit Finaled Residential Permit Print Date: 05/03/2024 Job Address: Permit Type: Parcel #: Valuation: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: 2684 HIGHLAND DR, CARLSBAD, CA 92008-1027 BLDG-Residential Work Class: 1561300600 Track#: $348,793.34 Lot#: Project#: Plan#: Construction Type: Orig. Plan Check#: Plan Check #: Addition Permit No: Status: C city of Carlsbad CBR2022-0953 Closed -Finaled Applied: 03/22/2022 Issued: 05/27/2022 Finaled Close Out: 05/03/2024 Final Inspection: 04/30/2024 INSPECTOR: Alvarado, Tony Dreibelbis, Peter Renfro, Chris Description: POWERS: 1,421 SF ADDITION AT 1ST & 2ND FLOOR// 589 SF ADDED DECKS// 2067 SF REMODEL// 400A PANEL UPGRADE Applicant: Property Owner: FULL PERSPECTIVE INC ROBERT SEEHASE CO-OWNERS POWERS ANDREW TAYLOR AND POWERS MAAREN GLYNN 2949 UNICO RNIO ST, # G CARLSBAD, CA 92009-4442 (619} 818-6491 FEE BUILDING PLAN CHECK BUILDING PLAN CHECK 2684 HIGHLAND DR CARLSBAD, CA 92008-1027 BUILDING PLAN REVIEW -MINOR PROJECTS (LOE) BUILDING PLAN REVIEW -MINOR PROJECTS (PLN) DECKS/BALCONY -NEW/REPLACE GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION REMODEL-RESIDENTIAL -OTHER 581473 -GREEN BUILDING STATE STANDARDS FEE SFD & DUPLEXES STRONG MOTION -RESIDENTIAL (SMIP} SWPPP INSPECTION FEE TIER 1 -Medium BLDG SWPPP PLAN REVI EW FEE TIER 1 -Medium Total Fees: $6,097.44 Total Payments To Date: $6,097.44 Balance Due: AMOUNT $867.50 $1,195.21 $194.00 $98.00 $825.00 $175.00 $1,013.78 $14.00 $1,334.61 $45.34 $271.00 $64.00 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or ot her exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposit ion. 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 APP LY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitat ion has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov ( City of Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION 8-1 Plan CheckL{of.\2.022.,-QC\§ 3 Est. Value 6L\'o 1'79?) PC Deposit Date 3 -2 0 -?L Job Address 2 6 8 4 H I G H LA N D D R I V E Unit:. _____ .APN: 1 5 6 -1 3 0 -0 6 CT/Project #: _________________ Lot #: ____ Year Built: _1_9_4_7 ______ _ BRIEF DESCRIPTION OF WORK:A TWO STORY ADDITION TO AND A REMODEL OF THIS EXISTING TWO STORY, SINGLE FAMILY RESIDENCE WITH AN EXISTING DETACHED GARAGE. E] New SF : Living SF,_1_42_1 ___ Deck SF,_58_9 __ Patio Sf,_3_38 ___ Garage SF _0 __ _ Is this to create an Accessory Dwelling Unit? O Y E) N New Fireplace? O YO N, if yes how many? ___ _ D Remodel:_2_06_7 ___ SF of affected area Is the area a conversion or change of use? O Y C N □ Pool/Spa: ____ SF Additional Gas or Electrical Features? ___________ _ 0 Solar: ___ KW, ___ Modules, Mounted:0Roof0Ground, Tilt: ()YON, RMA:OY ON, Battery:OYC N, Panel Upgrade:OvCN Other: PRIMARY APPLICANT PROPERTY OWNER Name: ROBERT A. SEEHASE Name: MR. and MRS. ANDREW POWERS Address:2949-G UNICORNIA STREET Address:3735 MONROE STREET City: CARLSBAD State: CA Zip:_92_0_0_9 __ City: CARLSBAD State: CA Zip:_92_o_o_a __ _ Phone:619-818-6491 Phone: -------------------Em a ii: ROBERT@FULLPERSPECTIVE.COM Email: ANDY.POWERS@TAYLORGUITARS.COM DESIGN PROFESSIONAL CONTRACTOR OF RECORD Name:FULL PERSPECTIVE, INC. Business Name:CHUCK POWERS BUILDERS Address:2949-G UNICORNIO STREET Address:2264 FI RE MOUNTAIN DRIVE City:CARLSBAD State:CA Zip:_9_20_0_9___ City:OCEANSIDE State:CA Zip:_9_20_5_4 ____ _ Phone:619-818-6491 Phone: 760-518-3694 Email: ROBERT@FULLPERSPECTIVE.COM Email: INFO@CHUCKPOWERSCONSTRUCTION.COM Architect State License:___________ CSLB License #:512489 Class:._B_1 _____ _ Carlsbad Business License # (Required):~Lo5 /? o, o8B APPLICANT CERT/FICA TION: I certify that I hove read the application and state that the above information is correct and that the information of the plans is accurate. I agree to comply with all City ordinances and State lows relating to building construction. NAME (PRINT): ROBERT A. SEEHASE SIGN: DATE: 03/17/2022 ----------1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 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 penalty of perjury that I am licensed under provisions of Chapter9 ( commencing with Section lOOO)of Division 3 of the Business and Professions Code, and my license is in full forceandeffect. I also affirm under penalty of perjury one of the following declarations (CHOOSE ONE}: D I have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit Is Issued. PollcyNo. _________________________________________ _ -OR- D I have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is Issued. My workers' compensation insurance carrier and policy number are: Insurance Company Name:-----------------------• Policy No. ____________________________ Expiration Date:-----------------• -OR- ~ertificate 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 califomia. 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 c struction lending agency for the performance of the work this permit is Issued (Sec. 3097 (i) Civil Code). Lender's Name: /V Lender's Address: _____________________ _ CONTRACTOR CERT/FICA TION: The applicant certifies that all documents and plans clearly and accurately show all existing and proposed buildings, structures, access roads, and utilities/utility easements. All proposed modif,cations 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 time of their ~ction, unless otherwise noted. NAME (PRINT): CflA'tlc.65 twLlf, 5 SIGNATURE: ~(;~ DATE: }--z,~.., zz._ Note: If the person signing above Is an authorized agent for the contractor ro "de I tter of authorization on contractor letterhead. -OR- (OPTION B): OWNER-BUILDER DECLARATION: I hereby aff irm that I am exempt f rom Contractor's License Law f or the f ollowing reason: D I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not Intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or Improve for the purpose of sale). -OR- 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 copy of the applicable law, Section 7044 of the Business and Prof essions Code, is available upon request when this application is submitted or at the following Web site: http:IIwww.leginfo.ca.gov/ ca/aw.html. OWNER CERT/FICA T/ON: The applicant certifies that all documents and plans clearly and accurately show all existing and proposed buildings, structures, access roads, and utilities/utility easements. All proposed modifications and/or additions are clearly labeled on the site plan. Any potentially existing detail within these plans inconsistent with the site plan are not approved for construction and may be required to be altered or removed. The city's approval of the application is based on the premise that the submitted documents and plans show the correct dimensions of; the property, buildings, structures and their setbacks from property lines and from one another; access roads/easements, and utilities. The existing and proposed use of each building as stated Is true and correct; all easements and other encumbrances to development have been accurately shown and labeled as well as all on-site grading/site preparation. All improvements existing on the property were completed In accordance with all regulations In existence at the time of their construction, unless otherwise noted. NAME (PRINT}: SIGN: __________ DATE: ______ _ Note: If the rson si nin above is an authorized a ent for the ro owner Include form B-62 si ned b 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-SSSS 2 owner. Email: Building@carlsbadca.gov REV.10/2 Building Permit Inspection History Finaled {city of Carlsbad PERMIT INSPECTION HISTORY for (CBR2022-0953) Permit Type: BLDG-Residential Application Date: 03/22/2022 Owner: CO-OWNERS POWERS ANDREW TAYLOR AND POWERS MAAREN GLYNN Work Class: Addition Issue Date: 05/27/2022 Subdivision: Status: Closed -Finaled Expiration Date: IVR Number: 05/08/2024 39484 Address: 2684 HIGHLAND DR CARLSBAD, CA 92008-1027 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Date Start Date Status 06/07/2022 06/07/2022 BLDG-SW-Pre.Con 184332-2022 Passed Chris Renfro Checklist Item COMMENTS BLDG-Building Deficiency 07/15/2022 07/15/2022 BLDG-11 186982-2022 Partial Pass Peter Dreibelbis Foundation/Ftg/Piers (Rebar) Checklist Item BLDG-Building Deficiency COMMENTS BLDG-12 Steel/Bond Beam 186984-2022 Checklist Item COMMENTS BLDG-Building Deficiency BLDG-31 Underground/Conduit - Wiring 186983-2022 Checklist Item COMMENTS BLDG-Building Deficiency Partial Pass Peter Dreibelbis Cancelled Peter Dreibelbis 07/28/2022 07/28/2022 BLDG-33 Service 187898-2022 Passed Tony Alvarado Friday, May 3, 2024 Change/Upgrade Checklist Item BLDG-Building Deficiency COMMENTS July 28, 2022: 1. New 400 amp main electrical service panel for garage building location (only). 2. Verified two ground rods and landed in Maine busbar-approved. 3. No cold water bond, no water to detached existing garage area. Not able to bond water line, no existing water plumbing lines to building. 4. Verified SDGE work order. 5. Released 400 electrical service panel to SDGE for rewire electrical service panel at later date. BLDG-34 Rough Electrical 187896-2022 Partial Pass Tony Alvarado Reinspection Inspection Complete Passed Yes Reinspectlon Incomplete Passed No Reinspection Incomplete Passed No Reinspectlon Incomplete Passed No Complete Passed Yes Reinspection Incomplete Page 1 of 5 PERMIT INSPECTION HISTORY for (CBR2022-0953) Permit Type: BLDG-Residential Application Date: 03/22/2022 Owner: CO-OWNERS POWERS ANDREW TAYLOR AND POWERS MAAREN GLYNN Work Class: Addition Issue Date: 05/27/2022 Subdivision: Status: Closed -Finaled Expiration Date: 05/08/2024 Address: 2684 HIGHLAND DR IVR Number: 39484 CARLSBAD, CA 92008-1027 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 09/02/2022 09/02/2022 BLDG-21 190550-2022 Passed Peter Dreibelbis Complete Underground/Underflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial pass on underground plumbing on Yes dining room/kitchen addition raised foundation. 11/30/2022 11/30/2022 BLDG-83 Roof $heating, 197576-2022 Passed Chris Renfro Complete Exterior Shear (13,15) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-13 Shear Panels-HD (ok Yes to wrap) BLDG-15 Roof Yes Sheathing-Reroof 03/14/2023 03/14/2023 BLDG-84 Rough 205460-2023 Passed Chris Renfro Complete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-1 4 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers NOTES Created By TEXT Created Date Angie Teanio 760-518-3694 Chuck 03/13/2023 03/27/2023 03/27/2023 BLDG-16 Insulation 206337-2023 Passed Chris Renfro Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie Teanio 760-518-3694 Chuck 03/24/2023 04/10/2023 04/10/2023 BLDG-17 Interior 207520-2023 Passed Chris Renfro Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes Friday, May 3, 2024 Page 3 of 5 PERMIT INSPECTION HISTORY for (CBR2022-0953) Permit Type: BLDG-Residential Work Class: Addition Status: Closed -Finaled Scheduled Actual Inspection Type Date Start Date Friday, May 3, 2024 Application Date: 03/22/2022 Owner: CO-OWNERS POWERS ANDREW TAYLOR AND POWERS MAAREN GLYNN Issue Date: 05/27/2022 Subdivision: Expiration Date: 05/08/2024 IVR Number: 39484 Address: 2684 HIGHLAND DR CARLSBAD, CA 92008-1027 Inspection No. Inspection Primary Inspector Reinspection Inspection Status Page 5 of 5 • nv I N 'rERWEST A SAFEbullt COMPANY DATE: 5/16/2022 □ APPLICANT □ JURIS. JURISDICTION: City of Carlsbad PLAN CHECK#.: CB-CBR2022-0953.RC1.APPROVE ____ SET: II PROJECT ADDRESS: 2684 Highland Dr. PROJECT NAME: Power Residence Remodel & Addition ~ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The check list transmitted herewith is for the applicant's information. The plans are being held at lnterwest until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applica nt contact person. D The applicant's copy of the check list has been sent to the jurisdiction at: ~ lnterwest staff did not advise the applicant that the plan check has been completed . D lnterwest staff did advise the app!icant that the plan check has been completed . Person contacted : Telephone#: Date contacted: (by: ) Email: Mail Telephone 0 REMARKS: By: David Yao lnterwest Fax In Person Enclosures: 5/9/2022 9320 Chesapeake Drive, Suite208 ♦ San Diego, California 92 123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 Provide 2-~/8" dia. x 7" Lag S rews battered at 45 degrees ach side of Post to Beam (4 total screws. ~ ~~ EN\O prlL- SECURE TOP RAIL TO POST W/J-16d GALV. F.N., C.S. [:E!J:1:;::::---16d GALV. f.N. 0 2♦" 0/C. C.S. 2x6 fl OR R. W. TOP RAIL. !,UTTER 0 CORNERS & ALL JOINTS ~FUT 2'11-4 f1 OR R.W. NAILER 2-Sd CALV. F.N. PER BALUSTER \.£RTICAL 2112 11 OR R.W. RAILS 0 J 7 /8-CLR. MAX. PER CODE -4x4 f1 OR R.W. POST O 8' 0/C I.IAX. FLAT 2x4 f1 OR R.W. NAILER CALV. 115d PER BALUS1£R AJJ BOT .• RAIL TO. NEYa. POST, TYP, SIMPSON APB0W O NE\',£L POST, TYP. TREAD PER PLAN FLOOR !3EAM PER PLAN ©GUARDRAIL DETAIL 7..~ .i-"°f ~l.-To Sfh-l ~a... ~ ~ = loo \1.5. -\ \l 141 "0 t> -lt-J.. ~,~ ~ ~ 1.--=f(p lt. a, O N M co l() ON ::::::: <DO an a:: ON 0 o-0) 0 Mkf2 0 ...J ~LO LL 0 <D I z LO N N ~ olS N ~ 0 ,... t-N 0::: <( 0 6 ~ Me t: al It) z 0 en o 0 05 ~(/) I (/) ~ N ::C ,... o N(!)~w 0 -0 &! ~ ~@ '11:t a:: 0 m co ~~ u ~~~ ~u.-To W""'U- Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: Printed 10 APR 2022, 10.19AM Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12 ,., DESCRIPTION: Guardrail Top Rail (2x6) CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb+ Fb - 875.0 psi 875.0 psi 600.0 psi 625.0 psi 170.0 psi 425.0 psi E : Modulus of Elasticity Wood Species : Douglas Fir-Larch Wood Grade : No.2 Fc -Prll Fe -Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling ~ Ll2) 2x6 Span = 14.0 ft Ebend-xx 1,300.0 ksi Eminbend-xx 470.0ksi Density 31.210pcf ~ A lied Loads Service loads entered. Load Factors will be applied for calculations. Point Load : L = 0.20 k@ 7.0 ft, (Guardrail Load) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fu:Actu~ = Fb: Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.976: 1 2x6 1, 110.74psi 1,137.50 psi LO~I 7. ft Span# 1 0.000 in 0.000 in 0.735 in 0.000 in Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span# where maximum occurs Ratio = 0<240 Ratio= 0 <240 Ratio= 228 >=180 Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Design OK 0.107 : 1 2x6 = 18.18 psi = 170.00 psi = LOnly 7.000ft Span# 1 Max Stress Ratios -------------------,---------------Moment Values Shear Values Load Combination Segment Length Span# M V Cd CFN Ci Cr Cm ct CL M lb F'b V Iv F'v 0.00 0.00 0.00 0.00 Length = 14.0 ft 0.90 1.300 1.00 1.00 1.00 1.00 1.00 1023.75 0.00 0.00 153.00 LOnly 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.0 ft 0.976 0.107 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.70 1,110.74 1137.50 0.10 18.18 170.00 -+-0.750L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 14.0 ft 1 0.586 0.064 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.52 833.06 1421.88 0.08 13.64 212.50 Overall Maximum Deflections Load Combination Span Max.·-· Defl Location in Span Load Combination Max.'+' Defl Location in Span L Only 1 0.7347 7.000 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.100 0.100 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Wood Beam 1,1 DESCRIPTION: Guardrail Top Rail (2x6) Vertical Reactions Load Combination Overall MINimum L Only -+-0.750L Support 1 0.075 0.100 0.075 Project Title: Engineer: Project ID: Project Descr: Support notation : Far left is #1 Support 2 0.075 0.100 0.075 Printed: 10 APR 2022, 10.19AM File: Powers. Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Values in KIPS Design Method II Allowable Stress Design (ASD) V I Connection Typelj Lateral loading V I Fastener Typell Nail V I Loading Scenario II Single Shear V I Main Member Typell Douglas Fir-Larch (North) V Main Member Thicknessll 3.5 in. V Side Member Typell Douglas Fir-Larch (North) V Side Member Thickness II 1.5 In. V Nail Typell Common Wi re V Nail Sizell 16d (D = 0.162 in.; L = 3.5 in.) V Load Duration Factorll C D = 1.0 V Wet Service Factor II C_M = 1.0 V End Grain Factorll C_eg = 0.67 V Temperature Factorll C t = 1.0 V Diaphragm Factorll C_di = 1.0 V Connection Yield Modes Im 11439 lbs. I Is 11329 lbs. II jjt62 lbs. IIlm jj156 lbs. m s jj 122 lbs. rv 1192 lbs. Ii Adjusted ASD Capacity Jl92 lbs. II • Nail bending yield strength of90000 psi is assumed. • The Adjusted ASD Capacity does not apply for toe-nails installed in wood members. • Length of tapered tip is assumed to be two times the nail diameter for calculating dowel bearing length in the main member. • The Adjusted ASD Capacity only applies for nails that have been driven flush with the side member surface. It does not apply for nails that have been overdriven into the side member. While every effort bas been made to insure the accuracy of the information presented, and special effort has been made to assure that the information reflects the state-of-the-art, neither the American Wood Council nor its members assume any responsibility for any particular design prepared from this on-line Connection Calculator. Those using this on-line Connection Calculator assume all liability from its use. The Connection Calculator was designed and created by Cameron Knudson, Michael Dodson and David Pollock at Washington State University. Support for development of the Connection Calculator was provided by American Wood Council. Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Project Title: Engineer: Project ID: Project Descr: Printed: 10 APR 2022, 9:15AM Title Block Line 6 Wood Beam i e: Powers.ec Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 ,., DESCRIPTION: Guardrail Infill (2x2) CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 201 3, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb + Fb- 875.0 psi 875.0 psi 600.0 psi 625.0 psi 170.0 psi 425.0 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing ~ : Douglas Fir-Larch : No.2 Fc -Prll Fe -Perp Fv Ft : Beam is Fully Braced against lateral-torsional buckling L 0.01615 1.50 X 1.50 Span = 3.0 ft Ebend-xx 1,300.0 ksi Eminbend -xx 470.0 ksi Density 31.210pcf 1 A lied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : L = 0.050 ksf, Tributary Width= 0.3230 ft, (Guardrail Load) DESIGN SUMMARY !Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.295: 1 1.50 X 1.50 387.60psi 1,312.50 psi LOnly 1.500ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual 0.000 in Ratio= 0.000 in Ratio= 0.054 in Ratio = 0.000 in Ratio = Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 0<360 0<360 667>=240 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M lb Length = 3.0 ft 0.90 1.500 1.00 1.00 1.00 1.00 1.00 LOnly 1.500 1.00 1.00 1.00 1.00 1.00 Length = 3.0 ft 0.295 0.087 1.00 1.500 1.00 1.00 1.00 1.00 1.00 0.02 387.60 +0.750L 1.500 1.00 1.00 1.00 1.00 1.00 Length = 3.0 ft 1 0.177 0.052 1.25 1.500 1.00 1.00 1.00 1.00 1.00 0.01 290.70 Overall Maximum Deflections Load Combination Span Max.•-• Oefl Location in Span Load Combination LOnly 1 0.0540 1.511 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 0.024 0.024 F'b 0.00 1181.25 0.00 1312.50 0.00 1640.63 Design OK 0.087: 1 1.50 X 1.50 14.85 psi 170.00 psi LOnly 0.000ft Span# 1 Shear Values V fv 0.00 0.00 F'v 0.00 0.00 0.00 153.00 0.00 0.00 0.00 0.02 14.85 170.00 0.00 0.00 0.00 0.02 11.14 212.50 Max.'+' Dell Location in Span 0.0000 0.000 Values in KIPS Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Wood Beam ,., DESCRIPTION: Guardrail Infill (2x2) Vertical Reactions Load Combination Overall MINimum L Only -+0.750L Support 1 0.018 0.024 0.018 Project Title: Engineer: Project ID: Project Descr: Support notation : Far left is #1 Support 2 0.018 0.024 0,018 Printed: 10 APR 2022, 9:15AM Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Values in KIPS Servin Engineering project: 2647 Gateway Road location: Carlsbad, California 92009 client: (760) 931-1792 FAX (760) 931-1892 LAG SCREW CONNECTION CAPACITY (NDS Sec. 11.3 & Sec.11.4) Lag Screw and Member Properties Lag Screw: Diameter, D = Fyb = Main Member: (Solid Sawn) Species: Member Loaded at an Angle to Grain: Specific Gravity: Breadth: Depth: Dowel Bearing Strength: Side Member: (Solid Sawn) Species: Attached to Breadth or Depth of Main Member: Specific Gravity: Breadth: Depth: 0.38" 45,000 psi Douglas Fir-Larch 45° G= b= d= Fell = Fe-1-= 0.50 5.50" 9.50" 5600 3650 Douglas Fir-Larch Depth G= b = d= 0.50 3.50" 3.50" Fell= 5600 F e-1-= 3650 Connection Adjustment Factors: Lag Screw Grain Loading: z w Co= 1.00 1.00 Load Duration Factor CM= 1.00 1.00 Wet Service Factor Ct= 1.00 1.00 Temperature Factor C = g 1.00 N/A Group Action Factor Ct,= 1.00 N/A Geometry Factor Ceg = 1.00 1.00 End Grain Factor Cdi = 1.00 N/A Diaphragm Factor C1n = 1.00 1.00 Toe-Nail Factor sheet no: by: date: job no: Length, L = 7.00" (Table L2) Nominal Size: 6x10 (Table 11.3.2A) (NOS Supplement Table 1 B) (NOS Supplement Table 1 B) psi (Table 11 .3.2) psi (Table 11.3.2) Nominal Size: 4x4 (Table 11.3.2A) (NOS Supplement Table 1 B) (NOS Supplement Table 1 B) psi (Table 11.3.2) psi (Table 11.3.2) (Table 10.3.1) Sec. 10.3.2 Sec. 10.3.3 Sec. 10.3.4 Sec. 10.3.6 Sec. 11 .5.1 Sec. 11 .5.2 Sec. 11.5.3 Sec. 11.5.4 Servin Engineering project: by: 2647 Gateway Road location: date: Carlsbad, California 92009 client: (760) 931-1792 FAX (760) 931-1892 Lag Screw Allowable Lateral Capacity Yield Limit Equation Design Parameters: Reduction Term, Rd, For Each Yield Mode: Fearn= 4419 (Eqn.11.3-11) Yield Mode Rd Fees = 4419 (Eqn. 11.3-11) I = m 4.50 (Table 11 .3.18) ------- fm = 3.50 (Table 11.3.1 A) I = • 4.00 (Table 11 .3.18) is = 3.50 (Table 11.3.1 A) II = 3.60 (Table 11 .3.18) Rt= 1.00 (Table 11 .3.1A) IIIm= 3.20 (Table 11 .3.18) Re ~ 1.00 (Table 11.3.1 A) III,= 3.20 (Table 11.3.18) k1 = 0.41 (Table 11.3.1A) IV = 3.20 (Table 11.3.18) -----k2= 1.06 (Table 11.3.1 A) k3= 1.06 (Table 11.3.1 A) Governing Yield Mode: IV (Eqn. 11.3-6) Z = 179Ibs z· = ZxCDCMC,CgCACegcd,c//1 Z' = 179 lbs Lag Screw Allowable Withdrawal Capacity W = 1800xG312D 314 (Eqn. 11.2-1) W = 305 lb/in w· = w X CvCMC,Cegc/11 W' = 305 lb/in Lag Screw Combined Allowable Lateral and Withdrawal Capacity (Eqn. 11.4-1) where: z'a = 303 lbs a= p= 45° 3.28" sheet no: job no: Structural Calculations For Project: Powers Residence 2684 Highland Dr., Carlsbad, CA 92008 Nick Servin Servin Engineering, Inc. 2647 Gateway Road, Suite 105-500 Carlsbad, CA 92009 (760) 931-1792, FAX: (760) 931-1892 nickservin@gmail.com JOB NUMBER: 22703 MARCH 12, 2022 Nick Servin RCE 33,538 ffi :::: Engineer does not take any responsibility for construction, or control of the job. Engineer's responsibility is solely limited to the design of the structural members included herein. Any changes to design, structural members or configuration shall void calculations. Supervision may be contracted for assurance of proper construction. ON O N (00 ON o-C")N ~~ (0 ('0 L.() ~ > ~ --0 ~ Lt) 0) 0 I N N 0 N ~ co 0 SHEET INDEX No. DESCRIPTION SHEETS 1 Engineering Assumptions i-iv 2 Lateral Framing Calculations 1 -12 3 Gravity Framing Calculations 13 -111 4 Foundation Calculations 112 -117 • ENGINEERING ASSUMPTIONS LOADS: ROOF: DEAD LOADS: TILE FRAMING DRYWALL MISC. PLYWOOD TOTAL LIVE LOADS: FLOOR: SLOPE< 4:12 SLOPE> 4:12 DEAD LOADS: WALLS: FRAMING PLYWOOD CARPET/PAD CEILING MISCELLANEOUS TOTAL LIVE LOADS: FLOOR DECK 12 3.0 2.5 1.0 1.5 20.0 20 16 6 3.0 1.0 3.0 2.0 15.0 12.0 40 60 SOILS INVESTIGATION BY: None Available FRAMING: 2X, 4X FRAMING 6X FRAMING PARALLAMS DFL #2 MIN. U.N.O DFL #1 M IN. U.N.O 2.0E WS PSF PSF PSF PSF PSF PSF PSF PSF PSF PSF PSF PSF PSF PSF PSF PSF PSF 1,500 PSF Fv PSI 95 85 290 CONCRETE: STEEL: 2,500 AT 28 DA VS 40,000 PSI SHINGLES 2.0 PSF 3.0 2.5 1.0 1.5 PSF 10.0 PSF SOIL BEARING PRESSURE Fb E PSI PSI 875 1,600,000 1,350 1,600,000 2,900 2,000,000 ~/4/22, 3:31 PM _L\TC Hazards by Location Search Information Address: Coordinates: 2684 Highland Dr, Carlsbad, CA 92008, USA 33.1707937, -117.3398414 Elevation: 182 ft Timestamp: 2022-03-04T23:31 :26.4222 Hazard Type: Wind ASCE 7-16 ASCE 7-10 MRI 10-Year 67 mph MRI 10-Year MRI 25-Year 72 mph MRI 25-Year MRI 50-Year 77 mph MRI 50-Year MRI 100-Year 82 mph MRI 100-Year Risk Category I 89 mph Risk Category I Risk Category II 96 mph Risk Category II ATC Hazards by Location tlina Island ssential I Habitat... Go gle 72 mph 79 mph 85 mph 91 mph 100 mph 110 mph Risk Category 111 102 mph Risk Category Ill-IV 115 mph Risk Category IV 107 mph Temecula 0 ii Borre, Sprini 0 • Cleveland Anza-1 National Forest De Statt . V San ~J~d~a ©2022 Google, INEGI ASCE 7-05 ASCE 7-05 Wind Speed 85 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. 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 imolv aooroval bv the oovernino buildina code bodies resoonsible for buildina code aooroval and interoretation for the https://hazards.atcouncil.org/#/wind?lat=33.1707937&1ng=-117 .3398414&address=2684 Highland Dr%2C Carlsbad%2C CA 92008%2C USA 112 •3/4/22, 3:32 PM ATC Hazards by Location .., L\TC Hazards by Location Search Information Address: 2684 Highland Dr, Carlsbad, CA 92008, USA 1lina Island ssential Coordinates: 33.1707937, -117.3398414 , Habitat ... Elevation: 182 ft Timestamp: 2022-03-04T23:32:24.737Z Hazard Type: Seismic Reference ASCE7-16 Go Document: Risk Category: II Site Class: □-default Basic Parameters Name Value Ss 1.037 S1 0.377 SMs 1.245 SM1 • null Sos 0.83 So1 • null * See Section 11 .4.8 Description MCER ground motion (period=0.2s) MCER ground motion (period=1.0s) Site-modified spectral acceleration value Site-modified spectral acceleration value Numeric seismic design value at 0.2s SA Numeric seismic design value at 1.0s SA •Additional Information Name Value Description soc • null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv • null Site amplification factor at 1.0s CRs 0.898 Coefficient of risk (0.2s) CR1 0.908 Coefficient of risk (1.0s) PGA 0.455 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.546 Site modified peak ground acceleration gle Temecula 0 iii La l,J Borre, Sprinc 0 • Cleveland Anza-I National Forest De StatE . u San Q•onn rMap data ©2022 Google, INEGI https://hazards.atcouncil.org/#/seismlc?lat=33.1707937&Ing=-117.3398414&address=2684 Highland Dr"/o2C Carlsbad%2C CA 92008%2C USA 1/2 •3/4/22, 3:32 PM ATC Hazards by Location Long-period transition period (s) iv .., TL 8 SsRT 1.037 SsUH 1.155 SsD 1.5 S1RT 0.377 S1UH 0.415 S10 0.6 PGAd 0.533 * See Section 11 .4.8 Probabilistic risk-targeted ground motion (0.2s) Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) Factored deterministic acceleration value (0.2s) Probabilistic risk-targeted ground motion (1 .0s) Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) Factored deterministic acceleration value (1.0s) Factored deterministic acceleration value (PGA) The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. 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 responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. https://hazards.atcouncil.orgl#lseismic?lat=33.1707937&Ing=-117.3398414&address=2684 Highland Dr%2C Carlsbad%2C CA 92008%2C USA 2/2 LATERAL CALCULATIONS • 1 2ND FLR SHEARWALL KEY PLAN (SW CONSIDERED IN DESIGN ARE IN RED) @=----------- ®=---------------NEW 4•4 POST MSlC2e(,) ~ I I I I I I NEW ... MSTC2 I I I I I I i ' ' I I I I EW FASQA ••I 1•-J=J 1~-•J!t!El::=~~~. ~=E, ~, ~-- ' I I I I -1~1 I /~ ~~-I i ,k~J ~~ : I I : :~~28( . ~ i'"-L' ~J··, ,/j ~ I fi-~[~ :I •' 1". , , /1 14 f ' ' '~ ~I i I~ '¾, I I fk(~¥1, 1 ;-NEW NEW o.a POST Ecru. I I ~l_ •~ ' ' ,c', ' I I 4,4POST --4--..:.{"' -l jj! 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F ; " I ' I ' I ' i I I I i i ia f I• d ,> 1: i i i i i i Servin Engineering 2647 Gateway Road SE ISMIC DESIGN REQUIREMENTS Carlsbad, California 92009 (760) 931-1792 FAX (760) 931-189 SEISMIC DESIGN PARAMETERS: Risk Category: I = Importance Factor: Site Class: Ss= Sos= S1= So1 = Seismic Design Category: Basic Building Svstem· II 1 D 1.037 0.83 0.377 null D A. Bearing Wall Svstem (CBC Table 1604.5) (ASCE 7 Table 1.5-2) (Default Class D) (From USGS Maps) (From USGS Maps) 15. Light-framed (wood) walls sheathed with wood structural panels rated for shear resistance R = Response Modification Factor: Building Period T :r = 0.020xh~-7s T = 0.22 24 BASE SHEAR CALCULATION: 6.5 (ASCE 7 eqn: 12.8-7) (Structure Ht, ft) Project Name: Address: JN: By: Date: SvsXW V = (1) (ASCE 7 eqn: 12.8-2) S05 xW Vinax=-(R) Tx T Vmin = max(0.044Svsf x wI0.01 x W} If S1 ;::: 0.6g Vmin = max (o.044S osl X w lo.01 X wl 0551 lcn1d DESIGN BASE SHEAR USE: V = 0.13'WII STORY FORCE DISTRIBUTION: Story Story Unit DL Wall Area Unit DL Area (ft2) (psf) (ft2) (psf) Roof 1260 10 1000 12 2nd Floor 3050 15 2000 12 (ASCE 7 eqn: 12.8-3) (ASCE 7 eqn: 12.8-5) (ASCE 7 eqn: 12.8-6) hx (ft) Wx (lbs) Wx*hx 19 18600 353400 10 63750 637500 82350 990900 3 Powers Residence 6482 Highland Dr cw V = 0.13*W Vm,x = 0.59*W Vmin = 0.04*W w;hxfiw;h. Fx (lbs) F.isqft (psf) 0.36 3818 3.03 0.64 6887 2.26 V = 10706 4 .. DIAPHRAGM DESIGN FORCE. Fp,: Story Wpx (lbs) LWpx (lbs) Fx (lbs) Lfx (lbs) F p, (lbs) Fpxmin (lbs) F pxmax (lbs) Design Fpx 0.2SosIWpx 0.4SosIWpx (lbs) Roof 12600 12600 3818 3818 3818 2092 4183 3818 2nd Floor 45750 58350 6887 10706 8394 7595 15189 8394 5 .. Servin Engineering Project Name: Powers Residence 2647 Gateway Road Address: 6482 Hiahland Dr Carlsbad, California 92009 SEISMIC DESIGN REQUIREMENTS JN: (760) 931-1792 FAX (760) 931-1892 By: cw Date: SEISMIC FORCE DISTRIBUTION AT STORY LEVEL: LEVEL: Roof Fxfsqft = 3.03 psf p= 1.3 Line Width to Left Length Along Width to Right Length Along Trib. Area Vu (lbs) VAso (lbs) of Line (ft) Line (ft) of Line (ft) Line (ft) (ft2\ A 9 18 29 30 516 2033 1423 F 29 30 7.5 16.5 497 1957 1370 4 0 0 28 45 630 2482 1737 7 28 45 0 0 630 2482 1737 LEVEL: 2nd Floor F.fsqft = 2.26 psf p= 1.3 Line Width to Left Length Along Width to Right Length Along Trib. Area Vu (lbs) VAso (lbs) of Line (ft) Line (ft) of Line (ft) Line (ft) (ft2) A 9 18 16 24 273 801 561 8 9 14 20 65,5 718 2108 1475 C.5 16 24 13 24 348 1022 715 E 20 65.5 13.5 46.5 969 2844 1991 G 13.5 46.5 13 30 509 1494 1046 J 13 30 0 0 195 572 401 1 0 0 19 29 275.5 809 566 2 19 29 9.5 42 475 1394 976 4 9.5 42 6 60 379.5 1114 780 6 6 60 17.5 52 635 1864 1305 7 17.5 52 14 42.5 752.5 2209 1546 8 14 42.5 0 0 297.5 873 611 LEVEL: Fxfsqft = psf p = Line Width to Left Length Along Width to Right Length Along Trib. Area Vu (lbs) VAso (lbs) of Line (ft) Line (ft) of Line (ft) Line (ft) (ft2\ C Servin Engineering 2647 Gateway Road Carlsbad, California 92009 WIND DESIGN REQUIREMENTS (760) 931-1792 FAX (760) 931-1892 General Requirements per ASCE 7-10 Chapter 26 WIND LOAD DESIGN PARAMETERS: Risk category Exposure category Importance factor, lw Gust factor, G Basic wind speed (3-second gust), V BUILDING DESIGN PARAMETERS: Mean roof height of building, h Roof eave height of building Horiz. bldg dim.normal to wind direction, B Horiz. bldg dim.parallel to wind direction, L Roof slope angle, 8 Bldg. edge zone, a Velocity Pressure qh = 0.00256xKhKhtKdV2I = = = = = II B 1.00 0.85 96 mph 24 ft 19 ft 66.25 ft 52.33 ft 18.43 . 5.233 Kd = Wind directionality factor per ASCE §26.6 Project Name: Powers Residence Address: 6482 Hiahland Dr JN: By: cw Date: (ASCE Table 1.5-2) (ASCE §26.9.4) (www.atcouncil.org/windspeed) Kh, K,, = Velocity pressure exposure coefficient per ASCE Table 27.3-1 z K1,&K, K,1 Kd (ft) 100 0.99 1.0 0. 90 0.96 1.0 0.85 80 0.93 1.0 0.85 70 0.89 1.0 0.85 60 0.85 1.0 0.85 50 0.81 1.0 0.85 40 0.76 1.0 0.85 30 0.70 1.0 0.85 25 0.70 1.0 0.85 15 0.70 1.0 0.85 18.45 0 0.70 1.0 0.85 18.45 qh 18.45 psf (Ultimate) 6 Servin Engineering Project Name: 2647 Gateway Road Address: Carlsbad, California 92009 WIND DESIGN REQUIREMENTS JN: (760) 931-1792 FAX (760) 931-1892 By: Date: ASCE 7-10: Chapter 28 -Main Wind-Force Resisting Systems• Envelope Procedure Design Wind Pressure p qh (GCp;) (GCpr) = qh [(GCpf) -(GCpi)] (psf) 18.45 psf 0.18 (ASCE Table 26.1 1-1) external pressure coefficient from Fig. 28.4-1 Powers Residence 6482 Hiahland Dr cw Roof LOAD CASE A-WIND DIRECTION PERP. TO LONGITUDINAL FACE OF BUILDING Angle, a External Pressure Coefficients, GCpf (Degrees) 1 2 3 4 1E 2E 3E 4E 0-5 0.4 -0.69 -0.37 -0.29 0.61 -1.07 -0.53 -0.43 20 0.53 -0.69 -0.48 -0.43 0.8 -1.07 -0.69 -0.64 30-45 0.56 0.21 -0.43 -0.37 0.69 0.27 -0.53 -0.48 90 0.56 0.56 -0.37 -0.37 0.69 0.69 -0.48 -0.48 Design Wind Pressure, p 1 2 3 4 1E 2E 3E 4E 0-5 10.70 -16.05 -10.15 -8.67 14.57 -23.06 -1 3.10 -11.25 20 13.10 -16.05 -12.17 -11.25 18.08 -23.06 -16.05 -15.13 30-45 13.65 7.19 -11.25 -10.15 16.05 8.30 -13.10 -12.17 90 13.65 13.65 -10.15 -10.1 5 16.05 16.05 -12.17 -12.17 Roof LOAD CASE B -WIND DIRECTION PERP. TO TRANSVERSE FACE OF BUILDING Angle, a External Pressure Coefficients, GCpf (Degrees) 1 I 2 I 3 T 4 I 5 I 6 I I 0-90 -0.45 I -0.69 I -0.37 I -0.45 I 0.4 I -0.29 I I External Pressure Coefficients, GCpf 1E I 2E I 3E I 4E I SE I 6E I I 0-90 -0.48 I -1.07 T -0.53 T -0.48 I 0.61 I -0.43 I I Design Wind Pressure, p 1 I 2 T 3 r 4 I 5 I 6 I I 0-90 -11.62 I -16.05 I -10.15 I -11.62 I 10.70 I -8.67 I I Design Wind Pressure, p 1E I 2E l 3E 1 4E I SE I 6E I I 0-90 -12.17 I -23.06 I -13.10 I -12.1 7 I 14.57 I -11.25 I I USE DESIGN WIND PRESSURES: for Roof slope = 18 43 • ZONE 1 2 3 4 5 6 LOAD -16.05 CASE A 13.10 -12.17 -11.25 nla nla LOAD -11 .62 -16.05 -10.15 10.70 -8.67 CASE B -11.62 ZONE 1E 2E 3E 4E SE 6E LOAD 18.08 -23.06 -16.05 -15.13 n/a n/a CASE A LOAD -12.17 -23.06 -13.10 -12.17 14.57 -11.25 CASE B 7 8 .. Servin Engineering Project Name: Powers Residence 2647 Gateway Road Address: 6482 Hiahland Dr Carlsbad, California 92009 WIND DESIGN REQUIREMENTS JN: (760) 931-1792 FAX (760) 931-1892 By: cw Date: STORY FORCE DISTRIBUTION: Wind Direction: Transverse Note· (Roof Trib Ht & Roof Ht Pressures Accounted For In Roof Story Force) Design Design Wall Uniform Uniform End Story Trib. Wall Ht. Design Roof Roof End Design Wall End Zone Wall Load Zone Load Pressure (psi) Pressure Pressure (psi) Pressure (osfl /osfl (pit) (pit) Roof 9 14 24 24 50 147 331 2nd Floor 10 n/a n/a 24 33 243 332 Wind Direction: Longitudinal Note· (Roof Trib Ht & Roof Ht Pressures Accounted For In Roof Story Force\ Design Design Wall Uniform Uniform End Story Trib. Wall Ht. Design Roof Roof End Design Wall End Zone Wall Load Zone Load Pressure (psi) Pressure Pressure (psi) Pressure /osfl /osfl (plf) (plf) Roof 9 19 26 19 26 271 362 2nd Floor 10 n/a n/a 19 26 194 258 WIND FORCE DISTRIBUTION AT STORY LEVEL: LEVEL· Roof Diaphragm Diaphragm Wind Wall Type Line Receive V1nterior Line Width to Left Width to Right End Zone V endzone (lbs) Vu (lbs) v .sd (lbs) of Line (ft) of Line (ft) Direction Exterior/Intermediate Shear (lbs) A 0 29.44 Transverse Exterior Yes 2159 1246 3405 2043 F 29.33 0 Transverse Exterior Yes 2151 1244 3395 2037 4 0 23.5 Lonaitudinal Exterior Yes 3186 525 3711 2226 7 23.5 0 Lonaitudinal Exterior Yes 3186 525 3711 2226 LEVEL· 2nd Floor Diaphragm Diaphragm Wind Wall Type Line Receive Vintorior Line Width to Left Width to Right End Zone V endzone (lbs) Vu (lbs) v.sd (lbs) of Line (ft) of Line (ft) Direction Exterior/Intermediate Shear (lbs) A 0 8.5 Transverse Exterior Yes 1035 214 1249 750 B 8.5 19.75 Transverse Exterior Yes 3439 583 4023 2414 C.5 16 19.5 Transverse lntenmediate No 4322 0 4322 2593 E 19.5 15 Transverse Exterior Yes 4200 646 4846 2907 G 15 9 Transverse Exterior Yes 2922 523 3444 2067 J 9 0 Transverse Exterior Yes 1096 151 1247 748 1 0 19 Lonaitudinal Exterior Yes 3680 303 3984 2390 2 19 9 Lonaitudinal Exterior Yes 5423 423 5846 3508 4 9 23.5 LonQitudinal Intermediate No 6295 0 6295 3777 6 16 0 Lonoitudinal Exterior Yes 3099 234 3333 2000 7 23.5 14 Lonaitudinal Intermediate No 7263 0 7263 4358 8 14 0 Lonoitudinal Exterior Yes 2712 171 2882 1729 9 • Servin Engineering Project Name: Powers Residence 264 7 Gateway Road Address: 6482 Hiohland Dr Carlsbad, California 92009 SHEAR WALL DESIGN JN: (760) 931-1792 FAX (760) 931-1892 By: cw Date: SHEAR WALL DESIGN LEVEL· Roof Line Total Wall Wall VsEIS,ASD V1MND,ASD Seismic Wind VAso Shear Wall Allowable Allowable Length (ft) Segment (ft) (lbs) (lbs) VASD (plf} (plf) Type Vseis (plf} Vv.;nd (plf) A 8 4 1423 2043 178 255 2 192 268 F 10.5 5.25 1370 2037 130 194 2 192 268 4 15.33 15.33 1737 2226 113 145 1 132 184 7 11.83 11.83 1737 2226 147 188 2 192 268 LEVEL· 2nd Floor Line Total Wall Wall VsEIS,ASD V1MND,ASD Seismic Wind vAso Shear Wall Allowable Allowable Length (ft) Segment (ft) (lbs) (lbs) VASD (plf} (plf} Type V,eis (plf) Vv.;nd (plf} A 13.67 4.17 1984 2793 145 204 2 192 268 B 22.92 4.67 1475 2414 64 105 1 132 184 C.5 6.75 6.75 715 2593 106 384 4 320 447 E 23.17 3.67 3361 4944 145 213 2 192 268 G 6.5 6.5 1046 2067 161 318 4 320 447 J 18.5 4.25 401 748 22 40 1 132 184 1 9.17 9.17 566 2390 62 261 2 192 268 2 9.25 3.5 976 3508 106 379 4 320 447 4 14.33 14.33 2517 6003 176 419 4 320 447 6 7 7 1305 2000 186 286 3 220 307 7 28.67 9 3284 6584 115 230 2 192 268 8 10.67 5.33 611 1729 57 162 1 132 184 LEVEL· Roof Wall Max. VASD Max. TAso Wall wt. Roof wt. (0.6 X Net TAso Holdown Line Segment (plf) (lbs) (lbs) (lbs) 0.2Sos)DL (lbs) Type TALL (lbs) (ft) (lbs) A 4 255 4853 912 160 53 4799 HDU5 5645 F 5.25 194 3686 1197 210 70 3616 MSTC40 4745 4 15.33 145 2760 3495 1840 266 2494 MSTC28 3455 7 11.83 188 3576 2697 1420 205 3371 MSTC28 3455 LEVEL· 2nd Floor Wall Max. VASD Max. TAso Wall wt. Flr+Rfwt. (0.6 X Net TAsD Holdown Line Segment (plf) (lbs) (lbs) (lbs) 0.2So5)DL (lbs) Type TALL (lbs) (ft) (lbs) A 4.17 204 2043 951 973 96 1947 HDU2 3075 B 4.67 105 1053 1065 280 67 986 HDU2 3075 C.5 6.75 384 3842 1539 1013 127 3715 HDU4 4565 E 3.67 213 2134 837 220 53 2081 HDU2 3075 G 6.5 318 3180 1482 634 105 3074 HDU2 3075 J 4.25 40 404 969 85 52 352 NIA - 1 9.17 261 2606 2091 1376 173 2434 HDU2 3075 2 3.5 379 3792 798 525 66 3726 HDU4 4565 4 14.33 419 41 89 3267 2125 269 3921 HDU4 4565 6 7 286 2857 1596 840 121 2735 HDU2 3075 7 9 230 2297 2052 1599 182 2115 HDU2 3075 8 5.33 162 1621 1215 560 88 1532 HDU2 3075 1 ... 5\l-\fSo 0 '$-"t(l.~ Wl'-cu._ @ ~c.ovt:,(}_ f~ C,,:-\.A.. v'~. L---s f.oo~ f°><-::: -:S.o~ ~9- ,z_µt> F,,... :: '.l. U, f&~ \~\.~ ~ '"\o W..-..L-L L,~ {0050<...P'C Lo~IP 'le> Lt~ 363 ~:so (la1? ZZCR Leos fW2- ro<l-w Slt) I 1, ;>c1 V "6'() ::. ~C> \.~s (>) s L<) rz-~c o \} 1¥,,'t) ::. (g so l 1os - 11 ESR-2652 I Most Widely Accepted and Trusted Page 33 of 56 TABLE A2-ALLOWABLE ASD IN-PLANE SHEAR FOR STANDARD APPLICATION STRONG-WALL WOOD SHEARWALL (WSW) ON CONCRETE FOUNDATION 2,500 psi Concret& 3,000 psi Conctete Seismic Wlnd Seismic Wlnd Strong-Allow. Anchor Anchor Anchor Anchor Wall Wood Vartlcal Allow. Drift at Tension Allow. Drift at Tonslon Allow. Drift at Tension Allow. Drift at Tension Sheatwall Load,P ASD Allow. et ASO Allow. i,t ASO Allow. el ASD Allow. at Model (lb.) Shear Shear, Allow, Shear, Shear, Allow, Shear, She~r, Allow. Shear, Shaer, Allow. Load,V 11(1n,) Shear, T V(lb.) 11 (In.) Shear, T V (lb,) 11 (In.) Shear, T V(lb,J 11 (In.) Shear, T (lb.) (lb.) (lb,) (lb.) (lb.) 1,000 1,065 0.31 10,285 1,380 043 13.375 1,065 031 10,285 1,380 043 13,375 WSW12x7 4,000 1.065 0.31 10.285 1.380 0.43 13.375 1.065 0 31 10.285 1.380 0 43 13.375 7,500 1.065 0.31 10,285 1,380 043 13.370 1,005 0 31 10.285 1,380 0 43 13,375 1,000 2.475 0.31 13.865 2.980 0.40 16.675 2.475 0.31 13,865 3,225 0 43 18,040 WSW18•7 4,000 2,475 0.31 13,865 2,710 0,36 15,160 2,475 0 31 13,865 3,225 0 43 18,040 7,500 2,475 0.31 13,865 2,395 0.32 13.395 2.475 0.31 13,865 2,910 0.39 16,280 1,000 5,515 0.29 22,710 5,515 0.32 22,710 5,515 029 22,710 5,515 0 32 22,710 WSW24x7 4,000 5.515 0.29 22.710 5.400 0 31 22,240 5,515 029 22.710 5.515 0 32 22,710 7,500 5,515 0.29 22.710 4,950 0 29 20.390 5,515 029 22.710 5,515 0.32 22,710 1,000 960 039 11,125 1,245 0 53 14,420 960 0.39 11. 125 1,245 0.63 14,420 WSW12.x8 4,000 960 0.39 11,125 1,245 0.63 14.420 960 0.39 11,1;25 1,245 0.53 14,420 7,600 960 0.39 11,125 1,155 0.49 13.370 960 039 11,125 1,245 063 14,420 ,.ooo 2,430 0.39 16,245 2,490 0.42 16,675 2,430 0 39 16,245 2,925 0.50 19,560 WSW18x8 4,000 2,430 0.39 16,245 2,265 0.3B 15,160 2,430 0 39 16,245 2,695 0 46 18,045 7,500 2.430 0.39 16.245 2,000 0.34 13,395 2,430 0 39 16,245 2,435 0.41 16,260 1,000 4,945 0.37 24,355 4,840 0.40 23,830 4,945 0 37 24,355 5,515 0 45 27,150 WSW24x8 4,000 4,945 0.37 24,355 4,615 0.37 22,240 4.945 0 37 24,355 5.360 0 44 26.395 7,500 4,945 0.37 24,355 4,140 0.34 20,390 4,945 0 37 24,355 4,985 0 41 24,540 1,000 790 0.43 10,310 1,020 0.60 13,335 790 043 10,310 1,020 0 60 13,335 WSW12x9 4,000 790 0.43 10,310 1,020 0 60 13,335 790 0 43 10,310 1,020 0 60 13,335 7,500 790 0.43 10,310 1,020 060 13,335 790 043 10,310 1,020 0 60 13,335 1,000 1.920 0.43 14,505 2,210 0.53 16,675 1,920 0.43 14.505 2,515 0.60 18,980 WSW18x9 4.000 1,920 0.43 14,505 2,010 048 15,160 1,920 0 43 14,505 2,390 0 57 18,045 7.500 1.920 0.43 14.505 1,775 0.42 13.395 1,920 0.43 14.505 2,155 0.51 16.260 1,000 4,190 0.43 23,275 4,200 0 46 23.830 4,190 043 23,275 5,035 0 54 27,985 WSW24x9 4.000 4.190 0.43 23.275 4.000 0.43 22,240 4.190 0.43 23,275 4.750 0 51 26,395 7,500 4,190 0.43 23,275 3,670 0,40 20,390 4,190 043 23,275 4,415 048 24,540 1,000 630 0.50 9,175 810 0.67 11,810 630 0.50 9,175 810 0 67 11,810 WSW12x10 4,000 630 0.50 9,175 810 0.67 11,810 630 0 SO 9.175 810 0.87 11,810 7,500 630 0.50 9,175 810 0.67 11,810 630 0 50 9,175 810 0 67 11,810 1,000 1,715 0.49 14,440 1,980 0.59 16,675 1,715 049 14,440 2.225 0.87 18,715 WSW18x10 4,000 1,715 0,49 14.440 1,800 0 54 15,160 1,715 049 14,440 2,145 0.64 18,045 7.500 1,715 0.49 14,440 1,590 0.48 13,395 1,715 049 14.440 1,9l5 0 58 18,280 1,000 3,675 0.48 22,740 3,850 0.54 23,830 3,675 048 22,740 4,520 0.63 27,985 WSW24x10 4,000 3.675 0.48 22.740 3,590 0.50 22.240 3,675 DAB 22.740 4,265 0.60 26,395 7,500 3;675 0.48 22,740 3,295 046 20,390 3,675 048 22,740 3,965 055 24,540 1,000 575 0.55 9,190 735 o.n 11,810 575 0.55 9,190 735 0 73 11,810 wsw12x1·1 4,000 575 0,55 9,190 735 0 73 11,810 575 0.55 9,190 735 0.73 11 .810 7,500 575 0.55 9.190 735 0.73 11.810 575 0 55 9,190 735 0 73 11,810 1,000 1.510 0.53 14,010 1.800 0.67 16,675 1,510 0 53 14,010 1,975 0 73 18.335 WSW18xl1 4,000 1,510 0.53 14.010 1,635 0 61 15,160 1,510 0 53 14,010 1.945 072 18,045 7.500 1,510 0.53 14,010 1.445 0.54 13.395 1,510 0.53 14.010 1,755 0.65 16,260 1,000 3,295 0,53 22.485 3,490 0 58 23.830 3,295 0 53 22,485 4,100 0 69 27,985 WSW24x11 4,000 3.295 0.53 22.485 3,260 0.55 22,240 3,295 0.53 22.485 3.865 0.65 26.395 7,500 3,295 0.53 22,485 2,985 0.50 20.390 3,295 0 53 22,485 3,595 0 60 24,540 1,000 485 0.62 8,540 625 0.80 10,915 485 0.62 8.540 625 0.80 10,915 WSW12x12 4,000 485 0.82 8,540 625 0.80 10,915 485 062 8,540 625 o eo 10,915 7,500 485 0.62 8,540 625 0.80 10,915 485 0.62 8.540 626 0 80 10.915 1,000 1.340 0.58 13,580 1,645 0 75 16,875 1,340 0.58 13.580 1,755 080 17,770 WSW18x12 4,000 1,340 0.58 13,580 1.495 068 15,160 1,340 0.58 13,580 1,755 0.80 17,770 7,500 1,340 0.58 13,580 1,320 0.60 13,395 1,340 058 13,580 1,605 0.73 16,280 1,000 2,920 0.58 21,795 3,195 066 23.830 2,920 068 21,795 3,750 0.77 27,985 WSW24x12 4.000 2,920 0.58 21.795 2,980 0.61 22,240 2,920 058 21.795 3,540 0.73 26.395 7.500 2.920 0.58 21.795 2,735 0.56 20.390 2,920 0 58 21 ,795 a,290 0 68 24,640 Soo footnotes on noxt pago I DESIGN CRITERIA I SEISMIC SIMPSON STRONG•WAI.L WOOD SHEARWALL w r .. 1· . +---~--, ....... -• /· _,____L :_:.._ 1_ }2 w .L : 1 ,, . .. I .... SEE TABLE BELOW FOR DIMENSIONS FOUNDATION PLAN VIEW SLAB OR CURB AND SURROUNDING FOUNDATION NOT SHOWN FOR CLARITY WSW-AB WSW ANCHORAGE SOLUTIONS FOR 2500 PSI CONCRETE WSW,A8718 ANCHOR BOLT WSW-AB 1 ANCHOR 80L T CONCRETE ANCHOR ASD ASD CONDITION STRENGTH ALLOWABLE W (in.) de{1n) ALLOWABLE W (n) TENSION (lb.) 1 TENSION (lb) 11,900 I 27 '.9 16,100 33 SfANOARO l3,100 17,100 29 10 35 CRACKED HIGH 24,900 43 IS 33,000 !il STRENGTH 27,100 46 16 35,300 S4 t -,--,--12,SOO 24 8 IS,700 28 STANDARD -->---13,100 25 9 17,100 30 UNCRACKEO ---- HIGH 2S,300 i 38 13 32,300 44 STRENGTH >-~ -~--27,100 40 14 lS,300 47 -. ------ 12 I de(in) 1 11 12 l? 18 -10 ~~ 15 16 GRAVITY CALCULATIONS UPPER ROOF FRAMING KEY PLAN RR-1 NEW 4x6 POST MSTC28(V} NEW NEW 6x6 POST ECCL!. I NEW ~ 4x4 POST\ ~I ~ MSTC28(V} ~, ~ NEW ~1 ~ 4x4 POST w MSTC28(V) N 4x6 POST I I MSTC28(V} I : ~fD>-H' I "" I I I I I 2x6 R. C 24" 0/C 2x6 CJ C 24" 0/C NEW 4x4 POST MSTC28(V} NEW 6x6 POST ECCLL NEW SSW15x9x6 NEW SSW15x9x6 NEW 6x6 POST ECCU. I I NE~ 4x4 HDi. I B-3 ·,. I ------~ NEW NEW 2x EAVE FASCIA NEW 4x4 POST MSTC28(V) 6x6 POST ECCL!. 13 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Project Title: 14 Engineer: Project ID: Project Descr: Title Blockli =~ne~6~-------------------------------Printed 11 MAR 2022, 6 45AM Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.2◄ 1,1 DESCRIPTION: GIRDER TRUSS FOR LOADS ONLY CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb+ Fb- 1,350.0 psi 1,350.0 psi 925.0 psi 625.0 psi 170.0psi 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 0(0.05) Lr(0.08) ~ 6x12 Span = 23.670 ft Ebend-xx 1,600.0 ksi Eminbend -xx 580.0 ksi Density 31.210pcf ~ 9 ¼ A lied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.010, Lr = 0.0160 ksf, Tributary Width= 5.0 ft, (Roof Load) DESIGN SUMMARY Maximum Bending Stress Ratio 0.534; 1 Maximum Shear Stress Ratio Section used for this span 6x12 Section used for this span fb: Actual 901.21 psi fv: Actual Fb: Allowable = 1,687.50psi Fv: Allowable Load Combination +D+Lr Load Combination Location of maximum on span 11.835ft Location of maximum on span Span # where maximum occurs = Span# 1 Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.510 in Ratio= 557 >=240 Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.828 in Ratio= 343>=180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd CFN C; Cr Cm Ct CL M lb DOnly Length = 23.670 ft 0.285 0.084 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.50 346.62 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 Length = 23.670 ft 0.534 0.158 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.10 901.21 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 1.00 Length = 23.670 ft 0.452 0.134 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.70 762.56 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 Length = 23.670 ft 1 0.096 0.028 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.10 207.97 Overall Maximum Deflections Load Combination Span Max. '•' Deft Location in Span Load Combination +D+Lr -----,-1----=-c0.8280 11.921 Design OK 0.158 : 1 6x12 = 33.56 psi = 212.50 psi +D+Lr = 22.720ft = Span# 1 Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 1215.00 0.54 12.91 153.00 0.00 0.00 0.00 0.00 1687.50 1.42 33.56 212.50 0.00 0.00 0.00 0.00 1687.50 1.20 28.39 212.50 0.00 0.00 0.00 0.00 2160.00 0.33 7.74 272.00 Max. '+' Deft Location in Span 0.0000 0.000 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Wood Beam ,., DESCRIPTION: GIRDER TRUSS FOR LOADS ONLY Vertical Reactions Load Combination OverallMAX~,m_u_m _______ _ Overall MINimum DOnly +D+Lr +D-+-0.750Lr -+-0.60D Lr Only Support 1 1.539 0.947 0.592 1.539 1.302 0.355 0.947 Project Title: Engineer: Project ID: Project Descr: Support notation : Far left is #1 Support 2 1.539 0.947 0.592 1.539 1.302 0.355 0.947 15 Printed 11 MAR 2022, 6 4SAM Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.2l Values in KIPS Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: 16 Printed: 11 MAR 2022, 6:49AM ile: owers. Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 ,., DESCRIPTION: RB-1 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb+ Fb - 1350 psi E : Modulus of Elasticity Fc -Prll Wood Species : Douglas Fir-Larch Fe -Perp Wood Grade : No. 1 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling .--D(0.06) Lr(0.096) ~ £ 6x10 Span = 16.750ft 1350 psi Ebend-xx 1600ksi 925 psi Eminbend -xx 580ksi 625 psi 170 psi 675 psi Density 31.21 pcf 1 Ap lied Loads Service loads entered. Load Factors will be applied for calculations. Unifonm Load: D = 0.010, Lr = 0.0160 ksf, Tributary Width = 6.0 ft, (Roof Load) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.470 1 Maximum Shear Stress Ratio Section used for this span 6x10 Section used for this span fb: Actual = 793.57psi fv: Actual Fb: Allowable = 1,687.50psi Fv: Allowable Load Combination +D+Lr Load Combination Location of maximum on span = 8.375ft Location of maximum on span Span # where maximum occurs = Span# 1 Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.272 in Ratio = 738 >=240 Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.442 in Ratio= 454 >=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M fb DOnly Length= 16.750 fl 0.251 0.086 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.10 305.22 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 Length = 16.750 fl 0.470 0.161 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.47 793.57 -t{)+0.750Lr 1.000 1.00 1.00 1.00 1.00 1.00 Length = 16.750 fl 0.398 0.136 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.63 671.48 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 Length = 16.750 fl 1 0.085 0.029 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.26 183.13 Overall Maximum Deflections Load Combination Span Max.•-• Defl Location in Span Load Combination -t{)+lr 1 0.4420 8.436 Design OK = = = = F'b V 0.00 0.00 1215.00 0.46 0.00 0.00 1687.50 1.19 0.00 0.00 1687.50 1.01 0.00 0.00 2160.00 0.28 Max.'+' Deft 0.0000 0.161 : 1 6x10 34.22 psi 212.50 psi +D+Lr 16.016 ft Span# 1 Shear Values fv 0.00 F'v 0.00 13.16 153.00 0.00 0.00 34.22 212.50 0.00 0.00 28.96 212.50 0.00 0.00 7.90 272.00 Location in Span 0.000 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block" selection. Title Block Line 6 Wood Beam ,., .;: DESCRIPTION: RB-1 Vertical Reactions Load Combination -Overall MAXimum Overall MINimum DOnly -+D+lr -+D-+-0.750Lr -+-0.60D Lr Only Project Title: Engineer: Project ID: Project Descr: 17 Printed: 11 MAR 2022, 6:49AM ile: owers. Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 1,3=07~-~1.~30=7~------------------------ 0.804 0.804 0.503 0.503 1.307 1.307 1.106 1.106 0.302 0.302 0.804 0.804 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: 18 Printed. 11 MAR 2022, 7:16AM Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 ,., .. DESCRIPTION: RB-2 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 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 Ebend-xx 1,600.0 ksi Fc -Prll Eminbend -xx 580.0 ksi Wood Species : Douglas Fir-Larch Fe -Perp Wood Grade : No.1 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Density 31.210pcf v v 0(0.04) Lr(0.064) • v f 6x8 1 Span = 8.750 ft A lied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.010, Lr= 0.0160 ksf, Tributary Width = 4.0 ft, (Roof Load) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.137: 1 Maximum Shear Stress Ratio Section used for this span 6x8 Section used for this span fb: Actual = 231.64psi fv: Actual Fb: Allowable 1,687.50psi Fv: Allowable 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 0.027 in Ratio= 3826>=240 Max Upward Transient Deflection 0.000 in Ratio = 0<240 Max Downward Total Deflection 0.045 in Ratio= 2354>=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm CI CL M fb D Only Length = 8.750 ft 0.073 0.036 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.38 89.09 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 Length= 8.750 ft 0.137 0.067 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.00 231.64 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 1.00 Length = 8.750 ft 0.116 0.057 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.84 196.00 +0.600 1.000 1.00 1.00 1.00 1.00 1.00 Length= 8.750 ft 0,025 0.012 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.23 53.45 Overall Maximum Deflections Load Combination Span Max. •-" Deft Location in Span Load Combination +D+Lr 0.0446 4.407 Design OK 0,067 : 1 6x8 = 14.25 psi = 212.50 psi +D+Lr 0.000 ft = Span# 1 Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 1215.00 0.15 5.48 153.00 0.00 0.00 0.00 0.00 1687.50 0.39 14.25 212.50 0.00 0.00 0.00 0.00 1687.50 0.33 12.06 212.50 0.00 0.00 0.00 0.00 2160.00 0.09 3.29 272.00 Max. "+ • Defl Location in Span 0.0000 0.000 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Wood Beam 1,1 DESCRIPTION: RB-2 Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +O+Lr +O-t-0.750Lr -t-0.60D Lr Only Support 1 0.455 0.280 0.175 0.455 0.385 0.105 0.280 Project Title: Engineer: Project ID: Project Descr: Support notation : Far left is #1 Support 2 0.455 0.280 0.175 0.455 0.385 0.105 0.280 19 Printed: 11 MAR 2022, 7:16AM Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Values in KIPS .. Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: 20 Printed: 11 MAR 2022, 7: 19AM ile: owers. Wood Beam Software copyright ENERCALC, INC. 1983-2020, Bulld:12.20.8.24 I.I DESCRIPTION: RB-3 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Prope_rt_ie_s ________________________ _ Analysis Method: Allowable Stress Design Load Combination ASCE 7-16 Fb+ Fb- Fc-Prll 875 psi E : Modulus of Elasticity 875 psi Ebend-xx 1300ksi 600 psi Eminbend -xx 470ksi Wood Species : Douglas Fir-Larch Fe -Perp Wood Grade : No.2 Fv 625 psi 170 psi Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 425 psi Density 31 .21 pcf v-------------x---------=D--"(0'""."'"'1)c..;;i-'-r(=0-'-'.1'-"6,._) --------~*----------~v f 4x6 l Span = 6.250 ft Ap lied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.010, Lr= 0.0160 ksf, Tributary Width= 10.0 ft, (Roof Load) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.607. 1 Maximum Shear Stress Ratio Section used for this span 4x6 Section used for this span fb: Actual 863.34psi fv: Actual Fb: Allowable = 1,421.88psi Fv: Allowable Load Combination +D+Lr Load Combination Location of maximum on span = 3.125ft Location of maximum on span Span # where maximum occurs = Span# 1 Span# where maximum occurs Maximum Deflection Max Downward Transient Denection 0.088 in Ratio= 856>=240 Max Upward Transient Denection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.142 in Ratio= 526>=180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb DOnly Length = 6.250 ft 0.324 0.136 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.49 332.05 +D+Lr 1.300 1.00 1.00 1.00 1.00 1.00 Length = 6.250 ft 0.607 0.254 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.27 863.34 +0+0.750Lr 1.300 1.00 1.00 1.00 1.00 1.00 Length = 6.250 ft 0.514 0.215 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.07 730.52 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 Length = 6.250 ft 1 0.109 0.046 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.29 199.23 Overall Maximum Deflections Load Combination Span Max.•-• Deft Location in Span Load Combination +O+lr 1 0.1423 3.148 Design OK = = = = = F'b V 0.00 0.00 1023.75 0.27 0.00 0.00 1421.88 0.69 0.00 0.00 1421.88 0.59 0.00 0.00 1820.00 0.16 Max.'+' Deft 0.0000 0.254 : 1 4x6 54.07 psi 212.50 psi +D+Lr 5.794 ft Span# 1 Shear Values Iv 0.00 F'v 0.00 20.80 153.00 0.00 0.00 54.07 212.50 0.00 0.00 45.75 212.50 0.00 0.00 12.48 272.00 Location in Span 0.000 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Project Title: Engineer: Project ID: Project Descr: 21 Title Block Line 6 Printed: 11 MAR 2022, 7: 19AM ------------------------------------Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12. ,., DESCRIPTION: RB-3 V ertical Reactions Support notation: Far left is #1 Values in KIPS _L_oa_d_Com--bi-na-ti-on _____________ S_u_pport--1-S-u-ppo_rt_2__ ------ Overall MAXimum 0.813 0.813 Overall MINimum 0.500 0.500 D Only 0.313 0.313 +O+Lr 0.813 0.813 +0+0.750Lr 0.688 0.688 +0.600 0.188 0.188 Lr Only 0.500 0.500 Title Block Line 1 You can change this area using the "Settings' menu item and then using the 'Printing & Title Block' selection. Project Title: Engineer: Project ID: Project Descr: 22 Printed: 11 MAR 2022, 7:52AM Title Block Line 6 Wood Beam ile: owers.ec Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 ,., DESCRIPTION: RB-4 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb+ Fb- 875.0 psi 875.0 psi 600.0 psi 625.0 psi 170.0 psi 425.0 psi E : Modulus of Elasticity Ebend-xx 1,300.0 ksi Fc -Prll Em in bend -xx 470.0 ksi Wood Species : Douglas Fir-Larch Fe -Perp Wood Grade : No.2 Fv Ft Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0.12) Lr{0.192) .. 4x4 1 Span = 4.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.010, Lr = 0.0160 ksf, Tributary Width= 12.0 ft, (Roof Load) DESIGN SUMMARY Maximum Bending Stress Ratio 0.721: 1 Maximum Shear Stress Ratio Section used for this span 4x4 Section used for this span fb: Actual = 1, 182.96psi fv: Actual Fb: Allowable = 1,640.63psi Fv: Allowable Load Combination +D+Lr Load Combination Location of maximum on span = 2.125ft Location of maximum on span Span # where maximum occurs Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.087 in Ratio= 584 >=240 Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.142 in Ratio = 359 >=180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M fb D Only Length = 4.250 ft 0.385 0.177 0.90 1.500 1.00 1.00 1.00 1.00 1.00 0.27 454.99 +D+Lr 1.500 1.00 1.00 1.00 1.00 1.00 Length = 4.250 ft 0.721 0.332 1.25 1.500 1.00 1.00 1.00 1.00 1.00 0.70 1,182.96 +D+0.750Lr 1.500 1.00 1.00 1.00 1.00 1.00 Length = 4.250 ft 0.610 0.281 1.25 1.500 1.00 1.00 1.00 1.00 1.00 0.60 1,000.97 +0.60D 1.500 1.00 1.00 1.00 1.00 1.00 Length = 4.250 ft 1 0.130 0.060 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.16 272.99 Overall Maximum Deflections Load Combination Span Max.•-• Defl Location in Span Load Combination +D+Lr 1 0.1417 2.141 Design OK = 0.332 : 1 4x4 70.52 psi = 212.50 psi +D+Lr 0.000ft Span# 1 Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 1181.25 0.22 27.12 153.00 0.00 0.00 0.00 0.00 1640.63 0.58 70.52 212.50 0.00 0.00 0.00 0.00 1640.63 0.49 59.67 212.50 0.00 0.00 0.00 0.00 2100.00 0.13 16.27 272.00 Max.'+' Defl Location in Span 0.0000 0.000 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Wood Beam ,., .:: DESCRIPTION: RB-4 Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +O+lr +0+-0.750Lr +-0.600 Lr Only Support 1 0.663 0.408 0.255 0.663 0.561 0.153 0.408 Project Title: Engineer: Project ID: Project Descr: Support notation : Far left is #1 Support 2 0.663 0.408 0.255 0.663 0.561 0.153 0.408 23 Printed: 11 MAR 2022, 7:52AM Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Values in KIPS Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Project Title: Engineer: 24 Project ID: Project Descr: Printed: 11 MAR 2022, 9:17AM Wood Beam Software copyright ENERCALC, INC. 1983-2020, ,., DESCRIPTION: RB-5 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb+ Fb- Fc-Prll 875.0 psi 875.0 psi 600.0 psi 625.0 psi 170.0 psi 425.0 psi E : Modulus of Elasticity Ebend-xx 1 , 300. 0 ksi Eminbend . xx 470.0ksi Wood Species : Douglas Fir-Larch Fe -Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Density 31.210pcf D(0.592) Lr(0.947) D 0.04 Lr 0.064 4x8 Span = 8.0 fl A lied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.010, Lr = 0.0160 ksf, Tributary Width = 4.0 ft, (Roof Load) Point Load : D = 0.5920, Lr = 0.9470 k@ 7.0 ft, (GIRDER TRUSS) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.490 1 Maximum Shear Stress Ratio Section used for this span 4x8 Section used for this span fb: Actual = 696.41 psi fv: Actual Fb: Allowable 1,421.88psi Fv: Allowable Load Combination +D+Lr Load Combination Location of maximum on span = 5.839ft Location of maximum on span Span # where maximum occurs Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.086 in Ratio = 1114 >=240 Max Upward Transient Deflection 0.000 in Ratio = 0<240 Max Downward Total Deflection 0.140 in Ratio= 685>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M fb D Only Length= 8.0 ft 0.262 0.253 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.68 267.87 +D+Lr 1.300 1.00 1.00 1.00 1.00 1.00 Length = 8.0 ft 0.490 0.473 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.78 696.41 +D+0.750Lr 1.300 1.00 1.00 1.00 1.00 1.00 Length = 8.0 ft 0.414 0.401 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.51 589.28 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 Length = 8.0 ft 1 0.088 0.085 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.41 160.72 Overall Maximum Deflections Load Combination Span Max. •.' Defl Location in Span Load Combination +D+Lr 0.1400 4.321 Design OK F'b V 0.00 0.00 1023.75 0.65 0.00 0.00 1421.88 1.70 0.00 0.00 1421.88 1.44 0.00 0.00 1820.00 0.39 Max.'+' Defl 0.0000 0.473 : 1 4x8 100.60 psi 212.50 psi +D+Lr 7.416ft Span# 1 Shear Values fv 0.00 F'v 0.00 38.70 153.00 0.00 0.00 100.60 212.50 0.00 0.00 85.13 212.50 0.00 0.00 23.22 272.00 Location in Span 0.000 Title Block Line 1 You can change this area using the 'Settings" menu item and then using the "Printing & Title Block' selection. Title Block Line 6 Wood Beam ,., DESCRIPTION: RB-5 Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly ..O+Lr ..0+-0.750Lr +-0.60D Lr Only Support 1 0.608 0.374 0.234 0.608 0.515 0.140 0.374 Project Title: Engineer: Project ID: Project Descr: Support notation : Far left is #1 Support 2 1.763 1.085 0.678 1.763 1.491 0.407 1.085 25 Printed: 11 MAR 2022, 9: 17 AM Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Values in KIPS Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Project Title: Engineer: 26 Project ID: Project Descr: Printed: 11 MAR 2022, 9:21 AM Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 1 ,1 DESCRIPTION: RB-6 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb + 1350 psi 1350 psi 925 psi 625 psi 170 psi 675 psi E: Modulus of Elasticity Wood Species Wood Grade Beam Bracing : Douglas Fir-Larch : No.1 Fb- Fc-Prll Fe-Perp Fv Ft : Beam is Fully Braced against lateral-torsional buckling " D(0.065) Lr(0.104) 6x8 Span = 6.50 ft Ebend-xx 1600 ksi Eminbend -xx 580 ksi Density 31. 21 pcf A lied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.010, Lr= 0.0160 ksf, Tributary Width= 6.50 ft, (Roof Load) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.123 1 Maximum Shear Stress Ratio Section used for this span 6x8 Section used for this span fb: Actual 207.72psi fv: Actual Fb: Allowable = 1,687.50psi Fv: Allowable Load Combination +D+Lr Load Combination Location of maximum on span = 3.250ft 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= 5743 >=240 Max Upward Transient Deflection 0.000 in Ratio = 0<240 Max Downward Total Deflection 0.022 in Ratio = 3534 >=180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm C I CL M lb D Only Length = 6.50 ft 0.066 0.041 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.34 79.89 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 Length = 6.50 ft 0.123 0.076 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.89 207.72 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 1.00 Length = 6.50 ft 0.104 0.064 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.76 175.76 +0.600 1.000 1.00 1.00 1.00 1.00 1.00 Length = 6.50 ft 1 0.022 0.014 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.21 47.93 Overall Maximum Deflections Load Combination Span Max.'-' Defl Location in Span Load Combination +D+Lr 0.0221 3.274 Design OK = = = F'b V 0.00 0.00 1215.00 0.17 0.00 0.00 1687.50 0.45 0.00 0.00 1687.50 0.38 0.00 0.00 2160.00 0.10 Max.'+' Defl 0.0000 0.076 : 1 6x8 16.18psi 212.50 psi +D+Lr 5.883ft Span# 1 Shear Values Iv 0.00 F'v 0.00 6.22 153.00 0.00 0.00 16.18 212.50 0.00 0.00 13.69 212.50 0.00 0.00 3.73 272.00 Location in Span 0.000 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Wood Beam ,., DESCRIPTION: RB-6 Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +D+Lr +D+0.750Lr +0.600 Lr Only Support 1 0.549 0.338 0.211 0.549 0.465 0.127 0.338 Project Title: Engineer: Project ID: Project Descr: Support notation : Far left is #1 Support 2 0.549 0.338 0.211 0.549 0.465 0.127 0.338 27 Printed: 11 MAR 2022, 9:21AM Software copyright ENERCALC, INC. 1983-2020, Bulld:12.20.8.24 Values in KIPS Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: 28 Engineer: Project ID: Project Descr: Printed: 11 MAR 2022, 9:25AM Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 ,., DESCRIPTION: RB-7 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb + Fb- 875.0 psi 875.0 psi 600.0 psi 625.0 psi 170.0 psi 425.0 psi E : Modulus of Elasticity Fc -Prll Wood Species : Douglas Fir-Larch Fe -Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.211 )tr(0.338) D 0.04 r 0.064 4x6 Span = 6.50 ft Ebend-xx 1,300.0 ksi Eminbend -xx 470.0ksi Density 31.210pcf A lied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.010, Lr = 0.0160 ksf, Tributary Width = 4.0 ft, (Roof Load) Point Load : D = 0.2110, Lr = 0.3380 k @ 3.250 ft, (RB-6) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.689 1 Maximum Shear Stress Ratio Section used for this span 4x6 Section used for this span fb: Actual 980.20psi fv: Actual Fb: Allowable = 1,421.88 psi Fv: Allowable Load Combination +D+Lr Load Combination Location of maximum on span = 3.250ft Location of maximum on span Span# where maximum occurs = Span# 1 Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.094 in Ratio = 827 >=240 Max Upward Transient Deflection 0.000 in Ratio= 0 <240 Max Downward Total Deflection 0.153 in Ratio = 509>=180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M fb D Only Length = 6.50 ft 0.368 0.111 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.55 376.83 +O+Lr 1.300 1.00 1.00 1.00 1.00 1.00 Length = 6.50 ft 0.689 0.207 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.44 980.20 +D+0.750Lr 1.300 1.00 1.00 1.00 1.00 1.00 Length = 6.50 ft 0.583 0.175 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.22 829.36 +0.600 1.300 1.00 1.00 1.00 1.00 1.00 Length = 6.50 ft 1 0.124 0.037 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.33 226.10 Overall Maximum Deflections Load Combination Span Max. •-" Defl Location in Span Load Combination 0.1531 3.274 Design OK 0.207 : 1 4x6 = 44.07 psi = 212.50 psi +D+Lr = 6.049ft = Span# 1 Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 1023.75 0.22 16.95 153.00 0.00 0.00 0.00 0.00 1421.88 0.57 44.07 212.50 0.00 0.00 0.00 0.00 1421.88 0.48 37.29 212.50 0.00 0.00 0.00 0.00 1820.00 0.13 10.17 272.00 Max.'+' Oefl Location in Span 0.0000 0.000 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block" selection. Title Block Line 6 Wood Beam ,., DESCRIPTION: RB-7 Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +O+Lr +0->-0.750Lr +0.600 Lr Only Support 1 0.613 0.377 0.236 0.613 0.518 0.141 0.377 Project Title: Engineer: Project ID: Project Descr: Support notation : Far left is #1 Support 2 0.613 0.377 0.236 0.613 0.518 0.141 0.377 29 Printed: 11 MAR 2022, 9:25AM 1le: Powers. Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Values in KIPS Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Wood Beam 1,1 DESCRIPTION: RB-8 CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: 30 Printed: 11 MAR 2022, 9:28AM ile: Powers.e Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb+ 1350 psi E: Modulus of Elasticity Fb-1350 psi Ebend-xx 1600ksi Fc-Prll Fe -Perp Fv 925 psi Eminbend -xx 580ksi 625 psi 170 psi Wood Species Wood Grade : Douglas Fir-Larch : No.1 Ft 675 psi Density 31.21 pct Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.211) Lr(0.338) D 0.02 r 0.032 6x8 Span = 12.50 ft A lied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.010, Lr= 0.0160 ksf, Tributary Width= 2.0 ft, (Roof Load) Point Load : D = 0.2110, Lr = 0.3380 k @ 6.250 ft, (RB-6) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.377 1 Maximum Shear Stress Ratio Section used for this span 6x8 Section used for this span fb: Actual = 635.64psi fv: Actual Fb: Allowable = 1,687.50psi Fv: Allowable Load Combination +D+Lr Load Combination Location of maximum on span = 6.250ft Location of maximum on span Span # where maximum occurs Span# 1 Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.134 in Ratio= 1116 >=240 Max Upward Transient Deflection 0.000 in Ratio = 0<240 Max Downward Total Deflection 0.218 in Ratio = 687 >=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M fb DOnly Length = 12.50 ft 0.201 0.052 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.05 244.36 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 Length = 12.50 ft 0.377 0.097 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.73 635.64 +0+0.750Lr 1.000 1.00 1.00 1.00 1.00 1.00 Length = 12.50 ft 0.319 0.082 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.31 537.82 +0.600 1.000 1.00 1.00 1.00 1.00 1.00 Length = 12.50 ft 1 0.068 0.018 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.63 146.62 Overall Maximum Deflections Load Combination Span Max. " -" Defl Location in Span Load Combination +D+Lr 0.2183 6.296 Design OK = 0.097: 1 6x8 20.68 psi = 212.50 psi +D+Lr = 11.907ft = Span# 1 Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 1215.00 0.22 7.95 153.00 0.00 0.00 0.00 0.00 1687.50 0.57 20.68 212.50 0.00 0.00 0.00 0.00 1687.50 0.48 17.50 212.50 0.00 0.00 0.00 0.00 2160.00 0.13 4.77 272.00 Max. "+" Deft Location in Span 0.0000 0.000 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Wood Beam ,., DESCRIPTION: RB-8 Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +D+Lr +D+-0. 750Lr +-0.60D Lr Only Support 1 0.600 0.369 0.231 0.600 0.507 0.138 0.369 Project Title: Engineer: Project ID: Project Descr: Support notation : Far left is #1 Support 2 0.600 0.369 0.231 0.600 0.507 0.138 0.369 31 Printed: 11 MAR 2022, 9:28AM Software copyright ENERCALC, INC. 1983-2020, Bu Values in KIPS Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: 32 Printed: 11 MAR 2022, 9:31 AM Wood Beam Software c.opyright ENERCALC, INC. 1983-2020, Bulld:12.20.8.24 ,., DESCRIPTION: RB-9 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 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 Ebend-xx 1,600.0 ksi Fc -Prll Eminbend-xx 580.0ksi Wood Species : Douglas Fir-Larch Fe -Perp Wood Grade : No.1 Fv Ft Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0.0325) Lr(0.052) v 6x8 Span= 6.50 fl A lied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.010, Lr= 0.0160 ksf, Tributary Width= 3.250 ft, (Roof Load) DESIGN SUMMARY !Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.062 1 6x8 103.86psi 1,687.50psi +D+Lr 3.250ft Span# 1 0.007 in 0.000 in 0.011 in 0.000 in Maximum Shear Stress Ratio Section used for this span fv: Actual Ratio= Ratio = Ratio = Ratio = Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 11487 >=240 0<240 7068>=180 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb D Only Length = 6.50 ft 0.033 0.020 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.17 39.95 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 Length = 6.50 ft 0.062 0.038 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.45 103.86 +0+0.750Lr 1.000 1.00 1.00 1.00 1.00 1.00 Length = 6.50 ft 0.052 0.032 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.38 87.88 +0.600 1.000 1.00 1.00 1.00 1.00 1.00 Length = 6.50 ft 1 0.011 0.007 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.10 23.97 Overall Maximum Deflections Load Combination Span Max.•-• Oefl Location in Span Load Combination +D+Lr 1 0.0110 3.274 Design OK F'b V 0.00 0.00 1215.00 0.09 0.00 0.00 1687.50 0.22 0.00 0.00 1687.50 0.19 0.00 0.00 2160.00 0.05 Max.'+' Deft 0.0000 0.038 : 1 6x8 8.09 psi 212.50 psi +D+Lr 5.883 ft Span# 1 Shear Values fv 0.00 F'v 0.00 3.11 153.00 0.00 0.00 8.09 212.50 0.00 0.00 6.85 212.50 0.00 0.00 1.87 272.00 Location in Span 0.000 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Wood Beam ,., DESCRIPTION: RB-9 Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly -+O+Lr -+0-+-0.750Lr -+-0.60D Lr Only Project Title: Engineer: Project ID: Project Descr: 33 Pnnted: 11 MAR 2022, 9:31AM tie: Powers. Software copyright ENERCALC, INC. 1983-2020, Buitd:12.20.8.24 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 --~o.=21=5-0.215 0.169 0.169 0.106 0.106 0.275 0.275 0.232 0.232 0.063 0.063 0.169 0.169 Title Block Line 1 You can change this area using the 'Settings" menu item and then using the "Printing & Title Block' selection. Project Title: 34 Engineer: Project ID: Project Descr: Title Block Line 6 Wood Beam Printed: 11 MAR 2022, 10:07AM i e: owers. ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 ,., DESCRIPTION: RB-10 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb + Fb- Fc -Prll 875.0 psi 875.0 psi 600.0 psi 625.0 psi 170.0 psi 425.0 psi E : Modulus of Elasticity Ebend-xx 1,300.0ksi Eminbend-xx 470.0ksi Wood Species : Douglas Fir-Larch Fe -Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Density 31.210pcf 0(0.04) ~r(0.064) 4x8 Span = 5.0 ft A lied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.010, Lr= 0.0160 ksf, Tributary Width = 4.0 ft, (Roof Load) DESIGN SUMMARY Maximum Bending Stress Ratio 0.089 1 Maximum Shear Stress Ratio Section used for this span 4x8 Section used for this span fb: Actual 127.20psi fv: Actual Fb: Allowable 1,421.88psi Fv: Allowable Load Combination +D+Lr Load Combination Location of maximum on span 2.500ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.006 in Ratio= 9576>=240 Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.010 in Ratio= 5893 >=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M lb DOnly Length = 5.0 ft 0.048 0.029 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.13 48.92 +D+Lr 1.300 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 0.089 0.055 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.33 127.20 +D+-0. 750Lr 1.300 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 0.076 0.046 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.28 107.63 +-0.600 1.300 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.016 0.010 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.08 29.35 Overall Maximum Deflections Load Combination Span Max.•-• Defl Location in Span Load Combination +D+Lr 1 0.0102 2.518 Design OK = F'b V 0.00 0.00 1023.75 0.08 0.00 0.00 1421.88 0.20 0.00 0.00 1421.88 0.17 0.00 0.00 1820.00 0.05 Max.'+' Deft 0.0000 0.055 : 1 4x8 11.67 psi 212.50 psi +D+Lr 0.000ft Span# 1 Shear Values fv 0.00 F'v 0.00 4.49 153.00 0.00 0.00 11.67 212.50 0.00 0.00 9.87 212.50 0.00 0.00 2.69 272.00 Location in Span 0.000 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Wood Beam ,., DESCRIPTION: RB-10 Vertical Reactions load Combination Overall MAXimum Overall MINimum D Only +D+lr +D-+0.750lr -+0.60D Lr Only Support 1 0.260 0.160 0.100 0.260 0.220 0.060 0.160 Project Title: Engineer: Project ID: Project Descr: Support notation : Far left is #1 Support 2 0.260 0.160 0.100 0.260 0.220 0.060 0.160 35 Printed: 11 MAR 2022. 10:07AM 1 e: Powers. e Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Values in KIPS Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Project Title: Engineer: Project ID: Project Descr: 36 Title Block Line 6 Wood Beam Printed. 11 MAR 2022, 10:11AM ile: Powers.e Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 ,., DESCRIPTION: RB-11 CODE REFERENCES Calcu lations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb+ Fb - Fc-Prll 875.0 psi 875.0 psi 600.0 psi 625.0 psi 170.0 psi 425.0psi E : Modulus of Elasticity Wood Species : Douglas Fir-Larch Fe -Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling . . D(0.1) r(0.16) D/0.04) Lr(0.064) . 4x8 Span = 4.0 ft Ebend-xx 1,300.0 ksi Eminbend -xx 4 70. 0 ksi Density 31.210pcf . A lied Loads Service loads entered. Load Factors will be applied for calculations. -------Beam self weight calculated and added to loads Uniform Load: D = 0.010, Lr= 0.0160 ksf, Tributary Width= 4.0 ft, (Roof Load) Point Load : D = 0.10, Lr= 0.160 k@2.50 ft, (RB-10) DESIGN SUMMARY Maximum Bending Stress Ratio 0.121: 1 Maximum Shear Stress Ratio Section used for this span 4x8 Section used for this span tb: Actual = 171.65psi fv: Actual Fb: Allowable = 1,421 .88psi Fv: Allowable Load Combination +D+Lr Load Combination Location of maximum on span = 2.496ft Location of maximum on span Span # where maximum occurs = Span# 1 Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.005 in Ratio = 9760 >=240 Max Upward Transient Deflection 0.000 in Ratio = 0 <240 Max Downward Total Deflection 0.008 in Ratio= 6006>=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Slress Ratios Moment Values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M tb D Only Length = 4.0 ft 0.064 0.046 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.17 66.02 +D+Lr 1.300 1.00 1.00 1.00 1.00 1.00 Length = 4.0 ft 0.121 0.086 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.44 171.65 +D-+-0.750Lr 1.300 1.00 1.00 1.00 1.00 1.00 Length = 4.0 ft 0.102 0.073 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.37 145.24 -+-0.600 1.300 1.00 1.00 1.00 1.00 1.00 Length = 4.0 ft 1 0.022 0.015 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.10 39.61 Overall Maximum Deflections Load Combination Span Max.•.• Defl Location in Span Load Combination +D+Lr 1 0.0080 2.073 Design OK = = = = F'b V 0.00 0.00 1023.75 0.12 0.00 0.00 1421.88 0.31 0.00 0.00 1421.88 0.26 0.00 0.00 1820.00 0.07 Max.'+' 0efl 0.0000 0.086 : 1 4x8 18.22 psi 212.50 psi +D+Lr 3.401 ft Span# 1 Shear Values fv 0.00 F'v 0.00 7.01 153.00 0.00 0.00 18.22 212.50 0.00 0.00 15.42 212.50 0.00 0.00 4.21 272.00 Location in Span 0.000 Title Block Line 1 You can change this area using the • Settings" menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Wood Beam 1,1 DESCRIPTION: RB-11 Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly -+0-tlr -+0-+-0.750Lr -+-0.60D Lr Only Support 1 0.306 0.188 0.118 0.306 0.259 0.071 0.188 Project Title: Engineer: Project ID: Project Descr: Support notation : Far left is #1 Support 2 0.371 0.228 0.143 0.371 0.314 0.086 0.228 37 Printed 11 MAR 2022, 10: 11 AM Software copyright ENERCALC, INC. 1983-2020, Bu Values in KIPS Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: 38 Printed 11 MAR 2022, 10.14AM ile: owers. Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 ,., DESCRIPTION: RR-1 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Pro erties Analysis Method: Allowable Stress Design Load Combination ASCE 7-16 Fb+ Fb- 875.0 psi 875.0 psi 600.0 psi 625.0 psi 170.0 psi 425.0 psi E: Modulus of Elasticity Wood Species : Douglas Fir-Larch Wood Grade : No.2 Fc -Prll Fe -Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.0133) Lr(0.02128) 2x6 2x6 Span= 1.0 ft Span = 6.50 ft Ebend-xx 1,300.0 ksi Eminbend-xx 470.0ksi Density 31 .21 Opet Repetitive Member Stress Increase v A lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.01 40, Lr = 0.0270, Tributary Width= 1.0 ft Load for Span Number 2 Uniform Load: D = 0.010, Lr= 0.0160 ksf, Tributary Width= 1.330 ft, (Roof Load) DESIGN SUMMARY Maximum Bending Stress Ratio 0.174 1 Maximum Shear Stress Ratio Section used for this span 2x6 Section used for this span fb: Actual 284.25psi fv: Actual Fb: Allowable = 1,635.16psi Fv: Allowable Load Combination +D+Lr+H, LL Comb Run ('L) Load Combination Location of maximum on span 3.268ft Location of maximum on span Span# where maximum occurs = Span# 2 Span# where maximum occurs Maxim um Deflection Max Downward Transient Deflection 0.032 in Ratio = 2445 >=240 Max Upward Transient Deflection -0.016 in Ratio= 1542 >=240 Max Downward Total Deflection 0.051 in Ratio= 1540 >=180 Max Upward Total Deflection -0.024 in Ratio= 990 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M fb +O+H Length= 1.0 ft 0.009 0.046 0.90 1.300 1.00 1.15 1.00 1.00 1.00 0.01 11.11 Length = 6.50 ft 2 0.090 0.046 0.90 1.300 1.00 1.15 1.00 1.00 1.00 0.07 105.97 +04. +H, LL Comb Run ('L) 1.300 1.00 1.15 1.00 1.00 1.00 Length= 1.0 ft 1 0.008 0.041 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0.01 11.11 Length = 6.50 ft 2 0.081 0.041 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0.07 105.97 +D+L +H, LL Comb Run (L ') 1.300 1.00 1.15 1.00 1.00 1.00 Length = 1.0 ft 1 0.008 0.041 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0.01 11.11 Length = 6.50 ft 2 0.081 0.041 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0.07 105.97 +D+L +H, LL Comb Run (LL) 1.300 1.00 1.15 1.00 1.00 1.00 Design OK = 0.086 : 1 2x6 = 18.27 psi = 212.50 psi +D+Lr+H, LL Comb Run (L~ = 1.00 ft = Span# 1 Shear Values F'b V Iv F'v 0.00 0.00 0.00 0.00 1177.31 0.04 7.00 153.00 1177.31 0.04 7.00 153.00 0.00 0.00 0.00 0.00 1308.13 0.04 7.00 170.00 1308.13 0.04 7.00 170.00 0.00 0.00 0.00 0.00 1308.13 0.04 7.00 170.00 1308.13 0.04 7.00 170.00 0.00 0.00 0.00 0.00 Title Block Line 1 Project Title: 39 You can change this area Engineer: using the 'Settings' menu item Project ID: and then using the 'Printing & Project Descr: Title Block' selection. Title Block Line 6 Printed: 11 MAR 2022, 10:14AM Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 ,., .. DESCRIPTION: RR-1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M fb F'b V Iv F'v Length= 1.0 ft 1 0.008 0.041 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0.01 11.11 1308.13 0.04 7.00 170.00 Length = 6.50 fl 2 0.081 0.041 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0.07 105.97 1308.13 0.04 7.00 170.00 +O+Lr+H, LL Comb Run ('L) 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.0 ft 1 0.007 0.084 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.01 11.11 1635.16 0.10 17.89 212.50 Length = 6.50 ft 2 0.174 0.084 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.18 284.25 1635.16 0.10 17.89 212.50 +D+Lr+H, LL Comb Run (L ') 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.0 ft 1 0.020 0.035 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.02 32.53 1635.16 0.04 7.38 212.50 Length = 6.50 ft 2 0.059 0.035 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.06 95.79 1635.16 0.04 7.38 212.50 +D+Lr+H, LL Comb Run (LL) 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.0 ft 1 0.020 0.086 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0,02 32.53 1635.16 0.10 18.27 212.50 Length = 6.50 ft 2 0.167 0.086 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.17 273.75 1635.16 0.10 18.27 212.50 +D+S+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.0 ft 1 0.007 0.036 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.01 11.11 1504.34 0.04 7.00 195.50 Length = 6.50 ft 2 0.070 0.036 1.15 1.300 1.00 1.15 1.00 1.00 1.00 O.D7 105.97 1504.34 0.04 7.00 195.50 +D+0.750Lr+0.750L+H, LL Comb Rt 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.0 ft 1 0.007 0.071 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.01 11.11 1635.16 0.08 15.17 212.50 Length = 6.50 fl 2 0.147 0.071 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.15 239.67 1635.16 0.08 15.17 212.50 +D+0.750Lr+0.750L+H, LL Comb Rt 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 1.0ft 1 0.017 0.034 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.02 27.17 1635.16 0.04 7.28 212.50 Length= 6.50 ft 2 0.060 0.034 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.06 98.28 1635.16 0.04 7.28 212.50 +0+0.750Lr+0.750L+H, LL Comb Rt 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.0 ft 1 0.017 0.073 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.02 27.17 1635.16 0.08 15.45 212.50 Length = 6.50 fl 2 0.142 0.073 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.15 231.81 1635.16 0.08 15.45 212.50 +D+0.750L +0.750S+H, LL Comb Ru 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.0 ft 1 0.007 0.036 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.01 11.11 1504.34 0.04 7.00 195.50 Length = 6.50 fl 2 0.070 0.036 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.07 105.97 1504.34 0.04 7.00 195.50 +D+0.750L+0.750S+H, LL Comb Ru 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.0 ft 1 0.007 0.036 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.01 11.11 1504.34 0.04 7.00 195.50 Length = 6.50 ft 2 0.070 0.036 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.07 105.97 1504.34 0.04 7.00 195.50 +D+0.750L+0.750S+H, LL Comb Ru 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.0 ft 1 0.007 0.036 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.01 11.11 1504.34 0.04 7.00 195.50 Length = 6.50 fl 2 0.070 0.036 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.07 105.97 1504.34 0.04 7.00 195.50 +0+0.60W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.0 ft 1 0.005 0.026 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.01 11.11 2093.00 0.04 7.00 272.00 Length = 6.50 fl 2 0.051 0.026 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.07 105.97 2093.00 0.04 7.00 272.00 +D+0.750Lr+0.750L +0.450W+H, LL 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.0 ft 1 0.005 0.056 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.01 11.11 2093.00 0.08 15.17 272.00 Length = 6.50 ft 2 0.115 0.056 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.15 239.67 2093.00 0.08 15.17 272.00 +D+0.750Lr+0.750L+0.450W+H, LL 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.0 ft 1 0.013 0.027 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.02 27.17 2093.00 0.04 7.28 272.00 Length = 6.50 fl 2 0.047 0.027 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.06 98.28 2093.00 0.04 7.28 272.00 +D+0.750Lr+0.750L+0.450W+H, LL 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.0 ft 1 0.013 0.057 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.02 27.17 2093.00 0.08 15.45 272.00 Length = 6.50 ft 2 0.111 0.057 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.15 231.81 2093.00 0.08 15.45 272.00 +D+0.750L +0.750S+0.450W+H, LL• 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.0 ft 1 0.005 0.026 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.01 11.11 2093.00 0.04 7.00 272.00 Length = 6.50 fl 2 0.051 0.026 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.07 105.97 2093.00 0.04 7.00 272.00 +D+0.750L +0.750S+0.450W+H, LL• 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 1.0 ft 1 0.005 0.026 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.01 11.11 2093.00 0.04 7.00 272.00 Length = 6.50 fl 2 0.051 0.026 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.07 105.97 2093.00 0.04 7.00 272.00 +0+0.750L+0.750S+0.450W+H, LL • 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.0 ft 1 0.005 0.026 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.01 11.11 2093.00 0.04 7.00 272.00 Length = 6.50 fl 2 0.051 0.026 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.07 105.97 2093.00 0.04 7.00 272.00 +0.60D+0.60W+0.60H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 1.0 fl 1 0.003 0.015 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.00 6.66 2093.00 0.02 4.20 272.00 Length = 6.50 fl 2 0.030 0.015 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.04 63.58 2093.00 0.02 4.20 272.00 +D+0.70E+0.60H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.0 ft 0.005 0.026 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.01 11.11 2093.00 0.04 7.00 272.00 Length = 6.50 fl 2 0.051 0.026 1.60 1.300 1.00 1.15 1.00 1.00 1.00 O.Q7 105.97 2093.00 0.04 7.00 272.00 +0+0.750L +0.750S+0.5250E+H, LL 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Title Block Line 1 Project Title: 40 You can change this area Engineer: using the 'Settings' menu item Project ID: and then using the 'Printing & Project Descr: Title Block' selection. Title Block Line 6 Pnnted: 11 MAR 2022, 1 O: 14AM Wood Beam Software copyright ENERCALC, INC. 1983-2020, Buid:12.20.8.24 1,1 .. DESCRIPTION: RR-1 Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M Length= 1.0 ft 1 0.005 0.026 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.01 Length = 6.50 ft 2 0.051 0.026 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.07 +D+0.750L+0.750S+0.5250E+H, LL 1.300 1.00 1.15 1.00 1.00 1.00 Length = 1.0 ft 1 0.005 0.026 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.01 Length = 6.50 fl 2 0.051 0.026 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.07 +D+0.750L+0.750S+0.5250E+H, LL 1.300 1.00 1.15 1.00 1.00 1.00 Length = 1.0 fl 1 0.005 0.026 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.01 Length = 6.50 fl 2 0.051 0.026 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.07 +0.600+0.70E+H 1.300 1.00 1.15 1.00 1.00 1.00 Length = 1.0 ft 0.003 0.015 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.00 Length = 6.50 ft 2 0.030 0.015 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.04 Overall Maximum Deflections Load Combination Span Max.•-• Defl Location in Span Load Combination 0.0000 0.0506 0.000 3.268 +D+Lr+H, LL Comb Run ('L) +D+Lr+H, LL Comb Run ('l) Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Support 3 OverattM''A""Xi_m_um-----------------o--,_1--57;----,;o."'T11Tl1 ____ _ Overall MINimum 0.098 0.067 +D+H 0.058 0.042 +D+L +H, LL Comb Run ('L) 0.058 0.042 +D+L +H, LL Comb Run (L ') 0.058 0.042 +D+L +H, LL Comb Run (LL) 0.058 0.042 +D+Lr+H, LL Comb Run ('L) 0.127 0.111 +D+Lr+H, LL Comb Run (L ') 0.087 0.040 +D+Lr+H, LL Comb Run (LL) 0.157 0.109 +D+S+H 0.058 0.042 +D+0.750Lr+0.750L+H, LL Comb Run(' 0.110 0.094 +D+0.750Lr+0.750L+H, LL Comb Run (L 0.080 0.041 +D+0.750Lr+0.750L+H, LL Comb Run (L 0.132 0.092 +D+0.750L+0.750S+H, LL Comb Run ('L 0.058 0.042 +D+0.750L+0.750S+H, LL Comb Run (L' 0.058 0.042 +D+0.750L+0.750S+H, LL Comb Run (LL 0.058 0.042 +D+0.60W+H 0.058 0.042 +D+0.750Lr+0.750L+0.450W+H, LL Comb 0.110 0.094 +D+0.750Lr+0.750L+0.450W+H, LL Comb 0.080 0.041 +D+0.750Lr+O. 750L +0.450W+H, LL Comb 0.132 0.092 +D+0.750L +0.750S+0.450W+H, LL Comb 0.058 0.042 +D+0.750L+0.750S+0.450W+H, LL Comb 0.058 0.042 ..0+0.750L-t-0.750S-t-0.450W+H, LL Comb 0.058 0.042 -t-0.600+0.60W+0.60H 0.035 0.025 +D+0.70E+0.60H 0.058 0.042 +D+0.750L+0.750S+0.5250E+H, LL Comb 0.058 0.042 +D+0.750L-t-0.750S-t-0.5250E+H, LL Comb 0.058 0.042 +D+0.750L+0.750S+0.5250E+H, LL Comb 0.058 0.042 +0.600+0.70E+H 0.035 0.025 D Only 0.058 0.042 Lr Only, LL Comb Run ('L) 0.069 0.069 Lr Only, LL Comb Run (L ') 0.029 -0.002 Lr Only. LL Comb Run (LL) 0.098 0.067 H Only lb 11.11 105.97 11.11 105.97 11.11 105.97 6.66 63.58 F'b V 2093.00 0.04 2093.00 0.04 0.00 0.00 2093.00 0.04 2093.00 0.04 0.00 0.00 2093.00 0.04 2093.00 0.04 0.00 0.00 2093.00 0.02 2093.00 0.02 Max.'+" Defl -0.0242 0.0000 Values in KIPS Shear Values fv F'v 7.00 272.00 7.00 272.00 0.00 000 7.00 272.00 7.00 27200 0.00 0 00 7.00 27200 7.00 272.00 0.00 0.00 4.20 272.00 4.20 272.00 Location in Span 0.000 0.000 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: 41 Printed: 11 MAR 2022, 10:16AM Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 ,., DESCRIPTION: RHDR-1 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Pro erties Analysis Method: Allowable Stress Design Load Combination ASCE 7-16 Fb + Fb- 875.0 psi 875.0 psi 600.0 psi 625.0 psi 170.0 psi 425.0 psi E: Modulus of Elasticity Wood Species Wood Grade Beam Bracing : Douglas Fir-Larch : No.2 Fc -Prll Fe -Perp Fv Ft : Beam is Fully Braced against lateral-torsional buckling 0(0.03) Lr(0.048) 4x4 Span = 5.0 ft Ebend-xx 1,300.0 ksi Eminbend-xx 470.0ksi Density 31.210pcf l Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.010, Lr = 0.0160 ksf, Tributary Width= 3.0 ft, (Roof Load) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.258 1 4x4 423.26psi 1,640.63psi +D+Lr 2.500ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual 0.042 in Ratio = 0.000 in Ratio = 0.070 in Ratio= 0.000 in Ratio= Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 1436>=240 0<240 854 >=180 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb DOnly Length = 5.0 ft 0.145 0.058 0.90 1.500 1.00 1.00 1.00 1.00 1.00 0.10 171.37 +D+Lr 1.500 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 0.258 0.103 1.25 1.500 1.00 1.00 1.00 1.00 1.00 0.25 423.26 +D+0.750Lr 1.500 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 0.220 0.088 1.25 1.500 1.00 1.00 1.00 1.00 1.00 0.21 360.29 +0.600 1.500 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.049 0.020 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.06 102.82 Overall Maximum Deflections Load Combination Span Max."-' Defl Location in Span Load Combination +D+Lr 1 0.0702 2.518 Design OK F'b V 0.00 0.00 1181.25 0.07 0.00 0.00 1640.63 0.18 0.00 0.00 1640.63 0.15 0.00 0.00 2100.00 0.04 Max.'+" Deft 0.0000 0.103 : 1 4x4 21.99 psi 212.50 psi +D+Lr 0.000ft Span# 1 Shear Values fv 0.00 F'v 0.00 8.90 153.00 0.00 0.00 21.99 212.50 0.00 0.00 18.72 212.50 0.00 0.00 5.34 272.00 Location in Span 0.000 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block" selection. Title Block Line 6 Wood Beam ,., DESCRIPTION: RHDR-1 Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +O+Lr +0-+0.750Lr -+0.60D Lr Only Support 1 0.202 0.120 0.082 0.202 0.172 0.049 0.120 Project Title: Engineer: Project ID: Project Descr: Support notation : Far left is #1 Support 2 0.202 0.120 0.082 0.202 0.172 0.049 0.120 42 Printed: 11 MAR 2022, 10:16AM Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Values in KIPS 43 LOWER ROOF/2ND FLOOR FRAMING KEY PLAN I I I FB-9 Ht'W I I •, II 7/a" I'S. I I I I I I I I I I I :~ I t'·"~ /~2.-osr -------L---- 1 I I I I I I I I ----L--------, I -----__L_ ----------- ----I ---------;z, I ----+--------- ' I I I Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: 44 Printed: 11 MAR 2022, 10:22AM 1 e: Powers. Wood Beam Software copyright ENERCALC, INC. 1983-202 1,1 DESCRIPTION: RB-12 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Pro erties Analysis Method: Allowable Stress Design Load Combination ASCE 7-16 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(0.045) Lr(0.072) Ebend-xx 1,600.0ksi Eminbend -xx 580. 0 ksi Density 31.210pcf I ~,_ ___ 6x1-0 -----,..l._1 Span = 13.330 ft A lied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.010, Lr = 0.0160 ksf, Tributary Width= 4.50 ft, (Roof Load) DESIGN SUMMARY !Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.22l 1 6x10 376.95psi 1,687.50 psi Maximum Shear Stress Ratio Section used for this span fv: Actual +D+Lr 6.665ft Span# 1 0.082 in Ratio= 0.000 in Ratio= 0.133 in Ratio = 0.000 in Ratio= Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 1954 >=240 0<240 1203 >=180 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M fb D Only Length = 13.330 ft 0.119 0.050 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.00 144.98 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 Length = 13.330 ft 0.223 0.093 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.60 376.95 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 1.00 Length = 13.330 ft 0.189 0,079 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.20 318.95 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 Length = 13.330 ft 0.040 0.017 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.60 86.99 Overall Maximum Deflections Load Combination Span Max.'.' Defl Location in Span Load Combination +D+Lr 1 0.1330 6.714 Design OK = 0.093 : 1 6x10 19.77 psi = 212.50 psi +D+Lr = 12.552ft = Span# 1 Shear Values F'b V Iv F'v 0.00 0.00 0.00 0.00 1215,00 0.26 7.60 153.00 0.00 0.00 0.00 0.00 1687.50 0.69 19.77 212.50 0.00 0.00 0.00 0.00 1687.50 0.58 16.73 212.50 0.00 0.00 0.00 0.00 2160.00 0.16 4.56 272.00 Max.'+" Defl Location in Span 0.0000 0.000 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Wood Beam 1,1 DESCRIPTION: RB-12 Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +D+Lr +D-+-0.750Lr -+-0.60D Lr Only Support 1 0.780 0.480 0.300 0.780 0.660 0.180 0.480 Project Title: Engineer: Project ID: Project Descr: Support notation : Far left is #1 Support 2 0.780 0.480 0.300 0.780 0.660 0.180 0.480 45 Printed. 11 MAR 2022, 10:22AM 1 e: Powers. Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Values in KIPS Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: 46 Printed: 11 MAR 2022, 10:27AM Fie: owers. Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 1,1 DESCRIPTION: RB-13 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Load Combination ASCE 7-16 Fb + Fb- 1,350.0 psi 1,350.0 psi 925.0 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(0.04) Lr(0.064) 6x8 Span= 8.750 fl Ebend-xx 1,600.0ksi Eminbend -xx 580. 0 ksi Density 31.210pcf l Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.010, Lr= 0.0160 ksf, Tributary Width= 4.0 ft, (Roof Load) DESIGN SUMMARY r Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.149 1 6x8 251.55psi 1,687.50psi +D+Lr 4.375ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual 0.027 in 0.000 in 0.048 in 0.000 in Ratio= Ratio= Ratio= Ratio = Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 3826 >=240 0<240 2168 >=180 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M lb D Only Length = 8.750 ft 0.090 0.044 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.47 109.00 +O+Lr 1.000 1.00 1.00 1.00 1.00 1.00 Length= 8.750 ft 0.149 0.073 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.08 251.55 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 1.00 Length= 8.750 ft 0.128 0.063 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.93 215.91 +0.600 1.000 1.00 1.00 1.00 1.00 1.00 Length = 8.750 ft 1 0.030 0.015 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.28 65.40 Overall Maximum Deflections Load Combination Span Max.•-• Defl Location in Span Load Combination +D+Lr 1 0.0484 4.407 Design OK = 0.073 : 1 6x8 = 15.48 psi = 212.50 psi +D+Lr = 0.000ft = Span# 1 Shear Values F'b V Iv F'v 0.00 0.00 0.00 0.00 1215.00 0.18 6.71 153.00 0.00 0.00 0.00 0.00 1687.50 0.43 15.48 212.50 0.00 0.00 0.00 0.00 1687.50 0.37 13.28 212.50 0.00 0.00 0.00 0.00 2160.00 0.11 4.02 272.00 Max.'+' Defl Location in Span 0.0000 0.000 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Wood Beam ,., DESCRIPTION: RB-13 Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +D+Lr +D+0.750Lr +0.60D Lr Only Support 1 0.494 0.280 0.214 0.494 0.424 0.128 0.280 Project Title: Engineer: Project ID: Project Descr: Support notation : Far left is #1 Support 2 0.494 0.280 0.214 0.494 0.424 0.128 0.280 47 Printed: 11 MAR 2022, 10:27AM Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8 Values in KIPS Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: 48 Printed: 11 MAR 2022 10:31AM Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 I.I .:: DESCRIPTION: RB-14 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Load Combination ASCE 7-16 Fb+ Fb- 875.0 psi 875.0 psi 600.0 psi 625.0 psi 170.0 psi 425.0 psi E: Modulus of Elasticity Wood Species Wood Grade Beam Bracing ,; : Douglas Fir-Larch : No.2 Fc-Prll Fe -Perp Fv Ft : Beam is Fully Braced against lateral-torsional buckling D(0.085) Lr(0.136) 4x6 Span = 6.250 ft Ebend-xx 1,300.0 ksi Eminbend-xx 470.0ksi Density 31.210pcf l A lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.010, Lr= 0.0160 ksf, Tributary Width= 8.50 ft, (Roof Load) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.526 1 Maximum Shear Stress Ratio = 0.220 : 1 Section used for this span 4x6 Section used for this span 4x6 fb: Actual = 747.69psi fv: Actual = 46.83 psi Fb: Allowable 1,421.88psi Fv: Allowable = 212.50 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 3.125ft Location of maximum on span = 5.794 ft Span # where maximum occurs Span# 1 Span# where maximum occurs = Span# 1 Design OK Maximum Deflection Max Downward Transient Deflection 0.074 in Ratio= 1007 >=240 Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.123 in Ratio= 608>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M lb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 6.250 ft 0.289 0.121 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.44 296.10 1023.75 0.24 18.54 153.00 +O+Lr 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.250 ft 0.526 0.220 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.10 747.69 1421.88 0.60 46.83 212.50 +D+0.750Lr 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.250 ft 0.446 0.187 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.93 634.80 1421.88 0.51 39.76 212.50 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.250 ft 1 0.098 0.041 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.26 177.66 1820.00 0.14 11.13 272.00 Overall Maximum Deflections Load Combination Span Max. ' -' Defl Location in Span Load Combination Max. • +' Defl Location in Span +0-tlr 0.1233 3.148 0.0000 0.000 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Wood Beam ,., DESCRIPTION: RB-14 Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +D+Lr +D+0.750Lr +0.60D Lr Only Support 1 0.704 0.425 0.279 0.704 0.597 0.167 0.425 Project Title: Engineer: Project ID: Project Descr: Support notation : Far left is #1 Support 2 0.704 0.425 0.279 0.704 0.597 0.167 0.425 49 Printed: 11 MAR 2022, 10:31AM ile: owers.e Software copyright ENERCALC, INC. 1983-2020, Buikf:12.20.8.24 Values in KIPS Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: 50 Printed: 12 MAR 2022, 6: 17 AM ile: owers. Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 1.1 .:: DESCRIPTION: RB-15 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb + Fb- Fc-Prll 1350 psi E : Modulus of Elasticity 1350 psi Ebend-xx 1600ksi 925 psi Eminbend -xx 580ksi Wood Species : Douglas Fir-Larch Fe -Perp Wood Grade : No. 1 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 625 psi 170 psi 675 psi Density 31.21pcf 0(0.04) Lr(0.064) 6x8 l Span = 11.330 ft A lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.010, Lr = 0.0160 ksf, Tributary Width= 4.0 ft, (Roof Load) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.250 1 Maximum Shear Stress Ratio = 0.097 : 1 Section used for this span 6x8 Section used for this span 6x8 fb: Actual 421.76psi fv: Actual = 20.72 psi Fb: Allowable = 1,687.50psi Fv: Allowable 212.50 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 5.665ft Location of maximum on span = 10.710ft Span# where maximum occurs Span# 1 Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.077 in Ratio= 1762 >=240 Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total oenection 0.136 in Ratio = 998 >=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 11.330 ft 0.150 0.059 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.79 182.76 1215.00 0.25 8.98 153.00 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.330 ft 0.250 0.097 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.81 421.76 1687.50 0.57 20.72 212.50 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.330 ft 0.215 0.084 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.56 362.01 1687.50 0.49 17.78 212.50 +0.600 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.330 ft 1 0.051 0.020 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.47 109.66 2160.00 0.15 5.39 272.00 Overall Maximum Deflections Load Combination Span Max. " -" Defl Location in Span Load Combination Max. '+' Defl Location in Span +D+Lr 0.1361 5.706 0.0000 0.000 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Wood Beam 1,1 DESCRIPTION: RB-15 Vertical Reactions Load Combination Overall MAXirnurn Overall MINirnurn DOnly +D+Lr +O-t{).750Lr -t{).60D Lr Only Support 1 0.640 0.363 0.277 0.640 0.549 0.166 0.363 Project Title: Engineer: Project ID: Project Descr: Support notation : Far left is #1 Support 2 0.640 0.363 0.277 0.640 0.549 0.166 0.363 51 Printed: 12 MAR 2022, 6:17AM ile: Powers.ec Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Values in KIPS Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: 52 Printed: 12 MAR 2022, 6:20AM ile: owers. Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 ,., DESCRIPTION: RB-16 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Wood Grade : Douglas Fir-Larch : No.1 Fb + Fb - Fc -Prll Fe -Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling v D(0.045) Lr(0.072) 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 1,600.0 ksi Eminbend-xx 580.0ksi Density 31.210pcf 1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.010, Lr = 0.0160 ksf, Tributary Width = 4.50 ft, (Roof Load) DESIGN SUMMARY Maximum Bending Stress Ratio 0.217. 1 Maximum Shear Stress Ratio Section used for this span 6x8 Section used for this span fb: Actual = 366.37psi fv: Actual Fb: Allowable 1,687.50psi Fv: Allowable Load Combination +D+Lr Load Combination Location of maximum on span = 5.000ft Location of maximum on span Span# where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.053 in Ratio = 2278>=240 Max Upward Transient Deflection 0.000 in Ratio = 0<240 Max Downward Total Deflection 0.092 in Ratio= 1302 >=180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M fb DOnly Length = 10.0 ft 0.129 0.056 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.67 156.92 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 Length = 10.0 ft 0.217 0.094 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.57 366.37 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 1.00 Length = 10.0 ft 0.186 0.081 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.35 314.01 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 Length = 10.0 ft 1 0.044 0.019 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.40 94.15 Overall Maximum Deflections Load Combination Span Max.•-• Defl Location in Span Load Combination +D+Lr 1 0.0921 5.036 Design OK = = = = F'b V 0.00 0.00 1215.00 0.24 0.00 0.00 1687.50 0.55 0.00 0.00 1687.50 0.47 0.00 0.00 2160.00 0.14 Max.'+" Den 0.0000 0.094 : 1 6x8 20.06 psi 212.50 psi +D+Lr 0.000ft Span# 1 Shear Values fv 0.00 F'v 0.00 8.59 153.00 0.00 0.00 20.06 212.50 0.00 0.00 17.19 212.50 0.00 0.00 5.15 272.00 Location in Span 0.000 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Wood Beam ,., DESCRIPTION: RB-16 Vertical Reactions Load Combination Support 1 'Ov"""e-r---,al.-.I M"A..-X"im_u_m _____________ 0.630 Overall MINimum 0.360 D~~ Qffl -+O+Lr 0.630 -+0+-0.750Lr 0.540 +-0.600 0.162 Lr Only 0.360 Project Title: Engineer: Project ID: Project Descr: Support notation : Far left is #1 Support 2 0.630 ---- 0.360 0.270 0.630 0.540 0.162 0.360 53 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Values in KIPS Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: 54 Printed: 12 MAR 2022, 7:49AM Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8 24 ,., DESCRIPTION: RB-17 CODE REFERENCES Calculations per NOS 2012, !BC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Pro erties Analysis Method: Allowable Stress Design Load Combination ASCE 7-16 Fb+ Fb- 2900 psi 2900 psi 2900psi E : Modulus of Elasticity Fc -Prll Wood Species : ilevel Truss Joist Fe -Perp Wood Grade : Parallam PSL 2.0E Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling v D(0.025ilr(0.04) D(Qj08)_ D 0.03 Lr 0.048 5.25x14.0 Span = 20.50 ft 750 psi 290 psi 2025 psi Ebend-xx 2000 ksi Eminbend -xx 1016.535ksi Density 45.07 pcf A lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.010, Lr = 0.0160 ksf, Tributary Width= 3.0 ft, (Low Roof Load) Uniform Load: D = 0.1080, Tributary Width = 1.0 ft, (Wall Load) Uniform Load : D = 0.010, Lr = 0.0160 ksf, Tributary Width = 2.50 ft, (High Roof Load) Point Load : D = 0.5750, Lr= 0.0480, L = 1.140 k@ 3.50 ft, (FB-5) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.319 1 Maximum Shear Stress Ratio Section used for this span 5.25x14.0 Section used for this span fb: Actual 909.81 psi fv: Actual Fb: Allowable = 2,850.80psi Fv: Allowable Load Combination +D+L Load Combination Location of maximum on span = 8.679ft Location of maximum on span Span # where maximum occurs Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.150 in Ratio = 1644 >=240 Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.514 in Ratio = 478 >=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M lb D Only Length = 20.50 ft 0.295 0.170 0.90 0.983 1.00 1.00 1.00 1.00 1.00 10.80 755.91 +D+L 0.983 1.00 1.00 1.00 1.00 1.00 Length = 20.50 ft 0.319 0.220 1.00 0.983 1.00 1.00 1.00 1.00 1.00 13.00 909.81 +D+Lr 0.983 1.00 1.00 1.00 1.00 1.00 Length = 20.50 ft 0.304 0.170 1.25 0.983 1.00 1.00 1.00 1.00 1.00 15.50 1,084.87 +D+0.750Lr+0.750L 0.983 1.00 1.00 1.00 1.00 1.00 Length = 20.50 ft 0.313 0.198 1.25 0.983 1.00 1.00 1.00 1.00 1.00 15.93 1,114.49 +0+0.750L 0.983 1.00 1.00 1.00 1.00 1.00 Length = 20.50 ft 0.265 0.176 1.15 0.983 1.00 1.00 1.00 1.00 1.00 12.43 869.99 Design OK 0.220 : 1 5.25x14.0 63.67 psi = 290.00 psi +D+L 0.000ft = Span# 1 Shear Values F'b V Iv F'v 0.00 0.00 0.00 0.00 2565.72 2.17 44.38 261.00 0.00 0.00 0.00 0.00 2850.80 3.12 63.67 290.00 0.00 0.00 0.00 0.00 3563.50 3.02 61.59 362.50 0.00 0.00 0.00 0.00 3563.50 3.52 71.75 362.50 0.00 0.00 0.00 0.00 3278.42 2.88 58.85 333.50 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Wood Beam ,., DESCRIPTION: RB-17 Load Combination Max Stress Ratios Segment Length Span # M V +0.600 Length = 20.50 ft 1 0.099 0.057 Overall Maximum Deflections Load Combination +D+0.750Lr+0.750L Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +D+L +D+Lr +D+0.750Lr+0.750L +D+0.750L +0.60D Lr Only L Only Span 0.983 1.60 0.983 1.00 1.00 1.00 1.00 Max. ' -• Deft Location in Span 0.5138 10.026 Project Title: Engineer: Project ID: Project Descr: 1.00 1.00 1.00 1.00 1.00 1.00 Load Combination Support notation : Far left is #1 Support 1 3.799 0.945 2.383 3.329 3.325 3.799 3.092 1.430 0.942 0.945 Support 2 2.915 0.195 2.005 2.199 2.915 2.833 2.151 1.203 0.910 0.195 55 Printed: 12 MAR 2022, 7:49AM Software copyright ENERCALC, INC. 1983-2020, Moment Values M fb 6.48 453.55 F'b 0.00 4561.28 Shear Values V fv F'v 0.00 0.00 0.00 1.30 26.63 464.00 Max. '+' Deft Location in Span 0.0000 Values in KIPS 0.000 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: 56 Printed: 12 MAR 2022, 7:57AM F1 e: owers. Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 ,., DESCRIPTION: RB-18 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb + Fb- Fc-Prll 2,900.0 psi 2,900.0 psi 2,900.0 psi E : Modulus of Elasticity Wood Species : ilevel Truss Joist Fe -Perp Wood Grade : Parallam PSL 2.0E Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 750.0 psi 290.0 psi 2,025.0 psi D(2.383) Lr(O 942) L~.9.4~Jl) Lr(0.188) 5.25x14.0 Span = 10.50 ft D 0.03 L 0.08 Ebend-xx 2,000.0ksi Eminbend -xx 1,016.54 ksi Density 45.070pcf A lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load: D = 2.383, Lr = 0.9420, L = 0.9450 k @4.50 ft, (RB-17) Uniform Load: D = 0.0150, L = 0.040 ksf, Extent= 4.50 --» 10.50 ft, Tributary Width= 2.0 ft, (Floor Load) Point Load : D = 0.1180, Lr = 0.1880 k @ 6.0 ft, (RB-11 (Above)) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.24l 1 Maximum Shear Stress Ratio Section used for this span 5.25x14.0 Section used for this span fb: Actual = 694.02psi fv: Actual Fb: Allowable 2,850.80psi Fv: Allowable Load Combination +D+L Load Combination Location of maximum on span 4.522ft Location of maximum on span Span # where maximum occurs = Span# 1 Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.022 in Ratio = 5821 >=240 Max Upward Transient Deflection 0.000 in Ratio = 0<240 Max Downward Total Deflection 0.078 in Ratio= 1619>=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb 0 Only Length = 10.50 ft 0.188 0.122 0.90 0.983 1.00 1.00 1.00 1.00 1.00 6.88 481.23 +D+L 0.983 1.00 1.00 1.00 1.00 1.00 Length = 10.50 ft 0.243 0.157 1.00 0.983 1.00 1.00 1.00 1.00 1.00 9.92 694.02 +O+Lr 0.983 1.00 1.00 1.00 1.00 1.00 Length = 10.50 ft 0.190 0.123 1.25 0.983 1.00 1.00 1.00 1.00 1.00 9.66 675.59 +0+0. 750Lr+0.7 SOL 0.983 1.00 1.00 1.00 1.00 1.00 Length = 10.50 ft 0.221 0.142 1.25 0.983 1.00 1.00 1.00 1.00 1.00 11.24 786.60 +0+0.750L 0.983 1.00 1.00 1.00 1.00 1.00 Length = 10.50 ft 0.195 0.126 1.15 0.983 1.00 1.00 1.00 1.00 1.00 9.16 640.82 +0.600 0.983 1.00 1.00 1.00 1.00 1.00 Design OK 0.157 : 1 5.25x14.0 = 45.62 psi 290.00 psi +D+L = 0.000ft = Span# 1 Shear Values F'b V Iv F'v 0.00 0.00 0.00 0.00 2565.72 1.56 31.80 261.00 0.00 0.00 0.00 0.00 2850.80 2.24 45.62 290.00 0.00 0.00 0.00 0.00 3563.50 2.18 44.43 362.50 0.00 0.00 0.00 0.00 3563.50 2.53 51.63 362.50 0.00 0.00 0.00 0.00 3278.42 2.07 42.16 333.50 0.00 0.00 0.00 0.00 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Wood Beam ,., DESCRIPTION: RB-18 Load Combination Max Stress Ratios Segment Length Span# M V Length= 10.50 ft 1 0.063 0.041 Overall Maximum Deflections Load Combination Span +D-t-0.750Lr-t-0.750L 1 Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +D+L +D+Lr +D-t-0.750Lr-t-0. 750L +O-t-0.750L -t-0.600 Lr Only LOnly Project Title: Engineer: Project ID: Project Descr: 1.60 0.983 1.00 1.00 1.00 1.00 1.00 Max.•-· Deft Location in Span Load Combination 0.0778 5.097 Support notation : Far left is #1 Support 1 Support 2 2.556 2.282 0.677 0.748 1.584 1.338 2.262 2.086 2.203 1.849 2.556 2.282 2.092 1.899 0.951 0.803 0.619 0.511 0.677 0.748 57 Printed: 12 MAR 2022, 7:57 AM File: owers.e Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Moment Values Shear Values M fb F'b V fv F'v 4.13 288.74 4561.28 0.93 19,08 464.00 Max. • +' Defl Location in Span 0.0000 0.000 Values in KIPS Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Project Title: 58 Engineer: Project ID: Project Descr: Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 ,., DESCRIPTION: RB-19 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Load Combination ASCE 7-16 Fb+ Fb- Fc -Prll Wood Species : Douglas Fir-Larch Fe -Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.085) Lr(0.136) 4x10 Span = 6.750 ft 875 psi 875 psi 600 psi 625 psi 170 psi 425 psi E : Modulus of Elasticity Ebend-xx Eminbend -xx Density v 1300ksi 470ksi 31.21 pcf v Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.010, Lr= 0.0160 ksf, Tributary Width = 8.50 ft, (Roof Load) DESIGN SUMMARY I Maximum Bending Stress Ratio 1 • Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.238 1 4x10 312 22psi 1,312.50psi Maximum Shear Stress Ratio Section used for this span fv: Actual +D+Lr 3.375ft Span# 1 0.021 in Ratio = 0.000 in Ratio= 0.036 in Ratio= 0.000 in Ratio= Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 3804>=240 0<240 2269 >=180 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci c, Cm Ct CL M lb D Only Length = 6. 725 ft 0.133 0.073 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.52 126.00 Length = 0.02464 ft 0.002 0.073 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.01 1.83 +D+Lr 1.200 1.00 1.00 1.00 1.00 1.00 Length = 6. 725 ft 0.238 0.130 1.25 1,200 1.00 1.00 1.00 1.00 1.00 1.30 312.22 Length = 0.02464 ft 0,003 0.130 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.02 4.54 +D+0.750Lr 1.200 1.00 1.00 1.00 1.00 1.00 Length = 6.725 ft 0.202 0.110 1.25 1.200 1.00 1.00 1.00 1.00 1.00 1.10 265.67 Length = 0.02464 ft 0.003 0.110 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.02 3.86 +0.600 1.200 1.00 1.00 1.00 1.00 1.00 Length = 6.725 ft 0.045 0,025 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.31 75.60 Length = 0.02464 ft 0.001 0.025 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.00 1.10 F'b 0.00 945.00 945.00 0.00 1312.50 1312.50 0.00 1312.50 1312.50 0.00 1680.00 1680.00 Design OK V 0.00 0.24 0.24 0.00 0.60 0.60 0.00 0.51 0.51 0.00 0.14 0.14 0.130 : 1 4x10 27.59 psi 212.50 psi +D+Lr 0.000 ft Span# 1 Shear Values fv F'v 0.00 0.00 11.13 153.00 11.13 153.00 0.00 0.00 27.59 212.50 27.59 212.50 0.00 0.00 23.47 212.50 23.47 212.50 0.00 0.00 6.68 272.00 6.68 272.00 Title Block Line 1 You can change this area using the 'Settings" menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Wood Beam 1,1 DESCRIPTION: RB-19 Overall Maximum Deflections Load Combination Span +D+Lr Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +D+Lr +D+0.750Lr +0.60D Lr Only Project Title: Engineer: Project ID: Project Descr: Max.•-• Deft Location in Span Load Combination 0.0357 3.400 Support notation : Far left is #1 Support 1 Support 2 0.770 0.770 0.459 0.459 0.311 0.311 0.770 0.770 0.655 0.655 0.186 0.186 0.459 0.459 59 Printed: 12 MAR 2022, 6:43AM ile: owers. e Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Max.'+' Deft Location in Span 0.0000 0.000 Values in KIPS Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: 60 Printed: 12 MAR 2022, 7:07 AM ile: Powers. Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 ,., DESCRIPTION: RB-20 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb + Fb - Fc-Prll 875.0 psi 875.0 psi 600.0 psi 625.0 psi 170.0 psi 425.0 psi E: Modulus of Elasticity Ebend-xx 1,300.0 ksi Eminbend-xx 470.0ksi Wood Species : Douglas Fir-Larch Fe -Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Density 31 .210pcf D(0.075~ Lr(0.12) D(0.075~ Lr(0.12) ~.....,____-4x10 -------,-'1..---------4x10 -l Span = 7.0 ft Span = 7 .50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.010, Lr= 0.0160 ksf, Tributary Width = 7.50 ft, (Roof Load) Load for Span Number 2 Uniform Load : D = 0.010, Lr= 0.0160 ksf, Tributary Width = 7.50 ft, (Roof Load) DESIGN SUMMARY I Max imum Bending Stress Ratio I Section used for this span fb: Actual 0.244 1 4x10 320.26psi 1,312.50psi +O+Lr 7.000ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual Fb: Allowable Load Combination Location of maximum on span Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.013 in Ratio= 0.000 in Ratio = 0.022 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V Cd C FN Ci Cr Cm D Only Length = 7.0 ft 0.138 0.096 0.90 1.200 1.00 1.00 1.00 Length = 7.50 ft 2 0.138 0.096 0.90 1.200 1.00 1.00 1.00 +D+Lr 1.200 1.00 1.00 1.00 Length = 7.0 ft 1 0.244 0.171 1.25 1.200 1.00 1.00 1.00 Length = 7.50 ft 2 0.244 0.171 1.25 1.200 1.00 1.00 1.00 +D+0.750Lr 1.200 1.00 1.00 1.00 Length = 7.0 ft 1 0.208 0.145 1.25 1.200 1.00 1.00 1.00 Length = 7.50 ft 2 0.208 0.145 1.25 1.200 1.00 1.00 1.00 +0.60D 1.200 1.00 1.00 1.00 Fv: Allowable Load Combination Location of maximum on span Span# where maximum occurs 7006>=240 0<240 4161 >=180 0 <180 C t CL 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 Moment Values M fb 0.54 130.02 0.54 130.02 1.33 320.26 1.33 320.26 1.13 272.70 1.13 272.70 F'b 0.00 945.00 945.00 0.00 1312.50 1312.50 0.00 131 2.50 1312.50 0.00 Design OK V 0.00 0.32 0.32 0.00 0.78 0.78 0.00 0.67 0.67 0.00 0.171 : 1 4x10 36.27 psi 212.50 psi +O+Lr 7.000ft Span# 1 Shear Values fv 0.00 F'v 0.00 14.72 153.00 14.72 153.00 0.00 0.00 36.27 212.50 36.27 212.50 0.00 0.00 30.88 212.50 30.88 212.50 0.00 0.00 Title Block Line 1 You can change this area using the "Settings' menu item and then using the "Printing & Title Block' selection. Title Block Line 6 Wood Beam ,., DESCRIPTION : RB-20 Load Combination Max Stress Ratios Segment Length Span # M V Length = 7.0 ft 1 0.046 0.032 Length = 7.50 ft 2 0.046 0.032 Overall Maximum Deflections Load Combination Span +0-+lr 1 +0-+lr 2 Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +O+Lr +0-+-0.750Lr -+-0.60D Lr Only 1.60 1.200 1.60 1.200 Max.•-• Defl 0.0137 0.0216 1.00 1.00 1.00 1.00 Location in Span 2.894 4.316 Project Title: Engineer: Project ID: Project Descr: 1.00 1.00 1.00 1.00 1.00 1.00 Load Combination Support notation : Far left is #1 Support 1 Support 2 Support 3 0.517 1.833 0.580 0.307 1.089 0.345 0.210 0.744 0.235 0.517 1.833 0.580 0.440 1.560 0.494 0.126 0.446 0.141 0.307 1.089 0.345 61 Printed: 12 MAR 2022, 7:07AM i e: owe rs. ec Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Moment Values M 0.32 0.32 lb 78.01 78.01 F'b 1680.00 1680.00 Shear Values V fv F'v 0.19 8.83 272.00 0.19 8.83 272.00 Max. "+" Defl Location in Span 0.0000 0.000 0.0000 0.000 Values in KIPS Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Project Title: 62 Engineer: Project ID: Project Descr: Wood Beam 1 e: Powers.e Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 ,., DESCRIPTION: RB-21 CODE REFERENCES Calculations per NOS 2012, !BC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Pro erties Analysis Method: Allowable Stress Design Load Combination ASCE 7-16 Fb+ Fb- 875 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing : Douglas Fir-Larch : No.2 Fc -Prll Fe-Perp Fv Ft : Beam is Fully Braced against lateral-torsional buckling D(0.21) r(0.307) 4x6 Span = 7.0 ft 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 calculated and added to loads Point Load : D = 0.210, Lr= 0.3070 k @ 3.50 ft, (RB-20) DESIGN SUMIV/ARY Design OK Maximum Bending Stress Ratio = 0.445 1 Maximum Shear Stress Ratio 0.099 : 1 Section used for this span 4x6 Section used for this span 4x6 fb: Actual = 632.65psi fv: Actual = 21 .14 psi Fb: Allowable = 1,421.88psi Fv: Allowable 212.50 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span 3.500ft 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 0.060 in Ratio = 1390 >=240 Max Upward Transient Deflection 0.000 in Ratio = 0<240 Max Downward Total Deflection 0.105 in Ratio = 797>=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M lb F'b V Iv F'v D Only 0.00 0.00 0.00 0.00 Length= 7.0 ft 0.261 0.060 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.39 267.30 1023.75 0.12 9.18 153.00 +D+Lr 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 0.445 0.099 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.93 632.65 1421.88 0.27 21.14 212.50 +D+0.750Lr 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 0.381 0.085 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.80 541.31 1421.88 0.23 18.15 212.50 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.088 0.020 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.24 160.38 1820.00 0.07 5.51 272.00 Overall Maximum Deflections Load Combination Span Max. •-' Defl Location in Span Load Combination Max.'+' Defl Location in Span +D+Lr 0.1053 3.526 0.0000 0.000 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Wood Beam ,., DESCRIPTION: RB-21 Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly -+D+lr -+D+-0.750Lr +-0.60D Lr Only Support 1 0.273 0.154 0.120 0.273 0.235 0.072 0.154 Project Title: Engineer: Project ID: Project Descr: Support notation : Far left is #1 Support 2 0.273 0.154 0.120 0.273 0.235 0.072 0.154 63 Printed: 12 MAR 2022, 8:10AM Software copyright ENERCALC, INC. 198~2020, Build:12.20.8.24 Values in KIPS Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Wood Beam I.I DESCRIPTION: RB-22 CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: 64 Printed: 12 MAR 2022, 8:15AM Fie: owers. Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Wood Grade : iLevel Truss Joist : Parallam PSL 2.0E Fb + Fb- Fc-Prll Fe -Perp Fv Ft 2,900.0 psi 2,900.0 psi 2,900.0 psi 750.0 psi 290.0 psi 2,025.0 psi E • Modulus of Elasticity Ebend-xx 2,000.0 ksi Em in bend -xx 1,016.54 ksi Density 45.070pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0. 7 44) Lr( 1.089) 0(0.658) Lr(0 569) L(0.649) 5.25x14.0 Span = 14.750 ft A lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load: D = 0.7440, Lr= 1.089 k@7.375 ft, (RB-20) Point Load : D = 0.6580, Lr = 0.5690, L = 0.6490 k @ 12.0 ft, (FB-2) DESIG_N $_UM~ARY Maximum Bending Stress Ratio = 0.178 1 Maximum Shear Stress Ratio = 0.124 : 1 Section used for this span 5.25x14.0 Section used for this span 5.25x14.0 fb: Actual 634.77 psi fv: Actual = 44.95 psi Fb: Allowable = 3,563.50psi Fv: Allowable = 362.50 psi Design OK Load Combination +D+Lr Load Combination +D+0.750Lr+0.750L Location of maximum on span 7.375ft Location of maximum on span 13.620ft Span# where maximum occurs Span# 1 Span# where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.067 in Ratio= 2625>=240 Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.131 in Ratio= 1354>=180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cct C FN Ci Cr Cm C t CL M lb F'b V Iv F'v DOnly 0.00 0.00 0.00 0.00 Length= 14.750 ft 0.117 0.082 0.90 0.983 1.00 1.00 1.00 1.00 1.00 4.27 299.05 2565.72 1.05 21.45 261.00 +D+L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.750 ft 0.127 0.111 1.00 0.983 1.00 1.00 1.00 1.00 1.00 5.17 361.49 2850.80 1.58 32.22 290.00 +D+Lr 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.750 ft 0.178 0.116 1.25 0.983 1.00 1.00 1.00 1.00 1.00 9.07 634.77 3563.50 2.06 42.01 362.50 +D+0.750Lr+0.750L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.750 ft 0.168 0.124 1.25 0.983 1.00 1.00 1.00 1.00 1.00 8.54 597.67 3563.50 2.20 44.95 362.50 +D+0.750L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.750 ft 0.106 0.089 1.15 0.983 1.00 1.00 1.00 1.00 1.00 4.94 345.88 3278.42 1.45 29.53 333.50 +0.60D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 14.750 ft 0.039 0.028 1.60 0.983 1.00 1.00 1.00 1.00 1.00 2.56 179.43 4561.28 0.63 12.87 464.00 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the "Printing & Title Block' selection. Title Block Line 6 Wood Beam ,., DESCRIPTION: RB-22 Overall Maximum Deflections Load Combination Span +D+Lr 1 Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +D+L +D+Lr +D->-0.750Lr-+-0.750L +D->-0.750L ->-0.60D Lr Only LOnly Project Title: Engineer: Project ID: Project Descr: 65 Printed: 12 MAR 2022, 8:15AM Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Max.'." Defl Location in Span Load Combination Max. "+" Defl Location in Span 0.1307 7.590 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 1.315 2.229 0.121 0.528 0.664 1.077 0.785 1.605 1.315 2.084 1.243 2.229 0.755 1.473 0.399 0.646 0.651 1.007 0.121 0.528 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the • Printing & Title Block' selection. Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: 66 Printed: 12 MAR 2022, 8:24AM Fi e: Powers. Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 ,., DESCRIPTION: RB-23 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb+ 2,900.0 psi 2,900.0 psi 2,900.0 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing : ilevel Truss Joist : Parallam PSL 2.0E Fb- Fc-Prll Fe-Perp Fv Ft : Beam is Fully Braced against lateral-torsional buckling 0(0.664) Lr(0 651) L(0.121) D 0.0325 Lr 0.052 3.5x9.5 Span= 8.0 ft 750.0 psi 290.0 psi 2,025.0 psi Ebend-xx 2,000.0 ksi Eminbend -xx 1,016.54 ksi Density 45.070pcf A lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load: D = 0.6640, Lr= 0.6510, L = 0.1210 k@4.0 ft, (RB-22) Uniform Load : D = 0.010, Lr= 0.0160 ksf, Tributary Width = 3.250 ft, (Roof Load) DESIGN SUMMARY [Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.211 1 3.5x9.5 772.54psi 3,625.00psi +D+Lr 4.000ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual 0.034 in Ratio = 0.000 in Ratio= 0.066 in Ratio= 0.000 in Ratio= Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 2843>=240 0<240 1447 >=180 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M fb D Only Length = 8.0 ft 0.146 0.081 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.67 380.94 +O+L 1.000 1.00 1.00 1.00 1.00 1.00 Length = 8.0 ft 0.150 0.082 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.91 436.10 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 Length = 8.0 ft 0.213 0.120 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.39 772.54 +0+0.750Lr+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 Length = 8.0 ft 0.198 0.110 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.14 716.01 +0+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 Length = 8.0 ft 0.127 0.070 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.85 422.31 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 Length = 8.0 ft 0.049 0.027 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.00 228.57 F'b 0.00 2610.00 0.00 2900.00 0.00 3625.00 0.00 3625.00 0.00 3335.00 0.00 4640.00 Design OK V 0.00 0.47 0.00 0.53 0.00 0.96 0.00 0.88 0.00 0.52 0.00 0.28 0.120 : 1 3.5x9.5 43.41 psi 362.50 psi +D+Lr 7.212ft Span# 1 Shear Values fv 0.00 F'v 0.00 21.19 261.00 0.00 0.00 23.92 290.00 0.00 0.00 43.41 362.50 0.00 0.00 39.90 362.50 0.00 0.00 23.24 333.50 0.00 0.00 12.72 464.00 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block" selection. Title Block Line 6 Wood Beam 1,1 DESCRIPTION : RB-23 Overall Maximum Deflections Load Combination Span +D+lr 1 Vertical Reactions Load Combination Overall MAXimum Overall MINimum □Only +D+L +D+Lr +D+0.750Lr+O. 750L +D+0.750L +0.60D Lr Only LOnly Project Title: Engineer: 67 Project ID: Project Descr: Printed: 12 MAR 2022, 8:24AM Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Max.•-• Defl Location in Span Load Combination Max. • +' Defl Location in Span 0.0663 4.029 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 1.037 1.037 0.061 0.061 0.504 0.504 0.564 0.564 1.037 1.037 0.949 0.949 0.549 0.549 0.302 0.302 0.534 0.534 0.061 0.061 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Wood Beam ,., DESCRIPTION: RB-24 CODE REFERENCES Project Title: 68 Engineer: Project ID: Project Descr: Printed: 12 MAR 2022, 8:28AM Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per NDS 2012, IBC 2012. CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Pro erties Analysis Method: Allowable Stress Design Load Combination ASCE 7-16 Wood Species Wood Grade : il evel Truss Joist : Parallam PSL 2.0E Fb + Fb- Fc-Prll Fe-Perp Fv Ft 2,900.0 psi 2,900.0 psi 2,900.0 psi 750.0 psi 290.0 psi 2,025.0 psi E : Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend -xx 1,016.54 ksi Density 45.070pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0.658) Lr(0.569) L(0.649) DO 07 Lr 0.112 3.5x9.5 Span = 8.670 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load: D = 0.6580, Lr= 0.5690, L = 0.6490 k@ 4.0 ft, (FB-2) Uniform Load: D = 0.010, Lr= 0.0160 ksf, Tributary Width = 7.0 ft, (Roof Load) DESIGN SUMMARY I Maximum Bending Stress Ratio 1 • Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.309 1 3.5x9.5 1, 119.10psi 3,625.00psi +D+0.750Lr+0.750L 3.987ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual 0.055 in Ratio= 0.000 in Ratio= 0.116 in Ratio = 0.000 in Ratio= Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 1882 >=240 0 <240 900 >=180 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Cj Cr Cm Ct CL M fb DOnly Length = 8.670 ft 0.189 0.111 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.16 493.19 +D+l. 1.000 1.00 1.00 1.00 1.00 1.00 Length = 8.670 ft 0.280 0.154 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.56 810.88 +D+l.r 1.000 1.00 1.00 1.00 1.00 1.00 Length = 8.670 ft 0.279 0.167 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.43 1,010.08 +0+0.750Lr+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 Length = 8.670 ft 0.309 0.178 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.91 1,119.10 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 Length = 8.670 ft 0.219 0.122 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.21 731.46 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 Length = 8.670 ft 0.064 0.037 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.30 295.92 F'b 0.00 2610.00 0.00 2900.00 0.00 3625.00 0.00 3625.00 0.00 3335.00 0.00 4640.00 Design OK 0.178: 1 3.5x9.5 64.47 psi 362.50 psi +0+0.750Lr+0.750L 0.000ft Span# 1 Shear Values V Iv 0.00 0.00 F'v 0.00 0.64 28.84 261.00 0.00 0.00 0.00 0.99 44.61 290.00 0.00 0.00 0.00 1.34 60.58 362.50 0.00 0.00 0.00 1.43 64.47 362.50 0.00 0.00 0.00 0.90 40.67 333.50 0.00 0.00 0.00 0.38 17.31 464.00 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the "Printing & Title Block' selection. Title Block Line 6 Wood Beam 1,1 DESCRIPTION: RB-24 Overall Maximum Deflections Load Combination Span +0-+{).750Lr-+-0.750L Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +D+L +D+Lr +D-+-0. 750Lr-+-0.750L +0-+{).750L -+{).60D Lr Only L Only Project Title: Engineer: Project ID: Project Descr: 69 Printed: 12 MAR 2022, 8:28AM Fie: owers. Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Max.'-' Defl Location in Span Load Combination Max. '+' Defl Location in Span 0.1156 4.272 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 1.559 1.438 0.350 0.299 0.703 0.652 1.053 0.952 1.495 1.400 1.559 1.438 0.965 0.877 0.422 0.391 0.792 0.748 0.350 0.299 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Project Title: 70 Engineer: Project ID: Project Descr: Printed: 12 MAR 2022, 6:55AM Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 ,., DESCRIPTION: RHDR-2 CODE REFERENCES Calcu lations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb+ 875.0 psi 875.0 psi 600.0 psi 625.0 psi 170.0 psi 425.0 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing v f : Douglas Fir-Larch : No.2 Fb - Fc -Prll Fe-Perp Fv Ft : Beam is Fully Braced against lateral-torsional buckling D(0.03) Lr(0.048) 4x4 Span= 4.0 ft Ebend-xx 1,300.0 ksi Eminbend-xx 470.0ksi Density 31.210pcf 1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.010, Lr= 0.0160 ksf, Tributary Width= 3.0 ft, (Roof Load) DESIGN SUMMARY I Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.165 1 4x4 270.89psi 1,640.63 psi Maximum Shear Stress Ratio Section used for this span fv: Actual +D+Lr 2.000ft Span# 1 0.017 in Ratio= 0.000 in Ratio = 0.029 in Ratio= 0.000 in Ratio= Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 2805 >=240 0<240 1669 >=180 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb D Only Length = 4.0 ft 0.093 0.045 0.90 1.500 1.00 1.00 1.00 1.00 1.00 0.07 109.68 +□+Lr 1.500 1.00 1.00 1.00 1.00 1.00 Length = 4.0 ft 0.165 0.080 1.25 1.500 1.00 1.00 1.00 1.00 1.00 0.16 270.89 +D+0.750Lr 1.500 1.00 1.00 1.00 1.00 1.00 Length = 4.0 ft 0.141 0.068 1.25 1.500 1.00 1.00 1.00 1.00 1.00 0.14 230.58 +0.60D 1.500 1.00 1.00 1.00 1.00 1.00 Length = 4.0 ft 1 0.031 0.015 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.04 65.81 Overall Maximum Deflections Load Combination Span Max. ·-· Deft Location in Span Load Combination +□+Lr 0.0287 2.015 Design OK = 0.080 : 1 4x4 = 17.01 psi 212.50 psi +D+Lr = 3.723ft Span# 1 Shear Values F'b V Iv F'v 0.00 0.00 0.00 0.00 1181.25 0.06 6.89 153.00 0.00 0.00 0.00 0.00 1640.63 0.14 17.01 212.50 0.00 0.00 0.00 0.00 1640.63 0.12 14.48 212.50 0.00 0.00 0.00 0.00 2100.00 0.03 4.13 272.00 Max.'+' Defl Location in Span 0.0000 0.000 Title Block Line 1 You can change this area using the 'Settings" menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Wood Beam ,., DESCRIPTION: RHDR-2 Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +D+Lr +D+O. 750Lr +0.60D Lr Only Support 1 0.161 0.096 0.065 0.161 0.137 0.039 0.096 Project Title: Engineer: Project ID: Project Descr: Support notation : Far left is #1 Support 2 0.161 0.096 0.065 0.161 0.137 0.039 0.096 71 Printed: 12 MAR 2022, 6:55AM ile: owers.e Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Values in KIPS Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Project Title: 72 Engineer: Project ID: Project Descr: Printed: 12 MAR 2022, 7:02AM Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12. 1,1 DESCRIPTION: RHDR-3 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 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 v 0(0.045) Lr(0.072) 6x6 Span = 5.250 ft 875.0 psi 875.0 psi 600.0 psi 625.0 psi 170.0psi 425.0 psi E : Modulus of Elasticity Ebend-xx 1,300.0 ksi Eminbend -xx 4 70. 0 ksi Density 31.210pcf A lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.010, Lr= 0.0160 ksf, Tributary Width= 4.50 ft, (Roof Load) DESIGN SUN/_ft//1RY Design OK ' Maximum Bending Stress Ratio = 0.168 1 Maximum Shear Stress Ratio = 0.063 : 1 Section used for this span 6x6 Section used for this span 6x6 fb: Actual = 184.22psi fv: Actual = 13.38 psi Fb: Allowable = 1,093.75 psi Fv: Allowable 212.50 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 2.625ft 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 0.012 in Ratio= 5045 >=240 Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.021 in Ratio = 2939 >=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M lb F'b V fv F'v DOnly 0.00 0.00 0.00 0.00 Length = 5.250 ft 0.098 0.036 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.18 76.87 787.50 0.11 5.58 153.00 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.250 ft 0.168 0.063 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.43 184.22 1093.75 0.27 13.38 212.50 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.250 fl 0.144 0.054 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.36 157.38 1093.75 0.23 11.43 212.50 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.250 ft 1 0.033 0.012 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.11 46.12 1400.00 0,07 3.35 272.00 Overall Maximum Deflections Load Combination Span Max.•-• Deft Location in Span Load Combination Max.'+' Defl Location in Span +D+Lr 1 0.0214 2.644 0.0000 0.000 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Wood Beam 1,1 DESCRIPTION: RHDR-3 Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +D+Lr +D-t-0.750Lr -t-0.60D Lr Only Support 1 0.324 0.189 0.135 0.324 0.277 0.081 0.189 Project Title: Engineer: Project ID: Project Descr: Support notation : Far left is #1 Support 2 0.324 0.189 0.135 0.324 0.277 0.081 0.189 73 Printed: 12 MAR 2022, 7:02AM Software copyright ENERCALC, INC. 1983-2020, Bulld:12.20.8.24 Values in KIPS Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Wood Beam I.I .;: DESCRIPTION: RR-2 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Pro erties Analysis Method: Allowable Stress Design Load Combination ASCE 7-16 Project Title: Engineer: Project ID: Project Descr: Fb+ Fb- Fc -Prll 74 Printed: 12 MAR 2022, 6:50AM ile: owers.e Software copyright ENERCALC, INC. 1983-2020, Bulld:12.20.8.24 E: Modulus of Elasticity Ebend-xx 1,300.0 ksi Eminbend-xx 470.0ksi Wood Species : Douglas Fir-Larch Fe -Perp Wood Grade : No.2 Fv 875.0 psi 875.0 psi 600.0 psi 625.0 psi 170.0 psi 425.0 psi Ft Density 31 .210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase • D(0.014) Lr(0.027) 0-<i V • D(0.02) Lr(0.032) 2x4 i 2x4 Span= 1.0 ft Span = 4.670 ft A lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.0140, Lr= 0.0270 , Tributary Width= 1.0 ft Load for Span Number 2 Uniform Load: D = 0.010, Lr= 0.0160 ksf, Tributary Width= 2.0 ft, (Roof Load) DESIGN SUMMARY IMaxi~um· Be-nding Stress Ratio Section used for this span fb: Actual 0.293 1 2x4 = 552.87psi Maximum Shear Stress Ratio Section used for this span fv: Actual Fb: Allowable = 1,886.72psi Load Combination +D+Lr+H, LL Comb Run (*L) Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = 2.374ft = Span# 2 0.050 in Ratio= -0.034 in Ratio= 0.080 in Ratio = -0.053 in Ratio= Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V Cd C FN Ci Cr Cm +D+H Length = 1.0 ft 0.022 0.084 0.90 1.500 1.00 1.15 1.00 Length = 4.670 ft 2 0.155 0.084 0.90 1.500 1.00 1.15 1.00 +D+L +H, LL Comb Run {*L) 1.500 1.00 1.15 1.00 Length = 1.0 ft 1 0.020 0,075 1.00 1.500 1.00 1.15 1.00 Length = 4.670 ft 2 0.140 0,075 1.00 1.500 1.00 1.15 1.00 +D+L +H, LL Comb Run (L ') 1.500 1.00 1.15 1.00 Length = 1.0 ft 1 0.020 0.075 1.00 1.500 1.00 1.15 1.00 Length = 4.670 ft 2 0.140 0.075 1.00 1.500 1.00 1.15 1.00 +D+L +H, LL Comb Run (LL) 1.500 1.00 1.15 1.00 Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 1129 >=240 712 >=240 702 >=180 456 >=180 Ct CL 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 Moment Values M fb 0.01 29.66 0.05 211.20 0.01 29.66 0.05 211.20 0.01 29.66 0.05 211.20 Design OK 0.152 : 1 2x4 = 32.38 psi 212.50 psi +D+Lr+H, LL Comb Run (LL) = 1.000ft = Span#1 Shear Values F'b V Iv F'v 0.00 0.00 0.00 0.00 1358.44 0.04 12.83 153.00 1358.44 0.04 12.83 153.00 0.00 0.00 0.00 0.00 1509.38 0.04 12.83 170.00 1509.38 0.04 12.83 170.00 0.00 0.00 0.00 0.00 1509.38 0.04 12.83 170.00 1509.38 0.04 12.83 170.00 0.00 0.00 0.00 0.00 Title Block Line 1 Project Title: 75 You can change this area Engineer: using the 'Settings' menu item Project ID: and then using the 'Printing & Project Desc r: Title Block' selection. Title Block Line 6 Printed: 12 MAR 2022, 6:50AM Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20,8.24 ,., " DESCRIPTION: RR-2 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cct C FN Ci Cr Cm Ct CL M lb F'b V fv F'v Length = 1.0 ft 1 0.020 0.075 1.00 1.500 1.00 1.15 1.00 1.00 1.00 0.01 29.66 1509.38 0,04 12,83 170.00 Length = 4.670 ft 2 0.140 0.075 1.00 1.500 1.00 1.15 1.00 1.00 1.00 0.05 211.20 1509,38 0.04 12.83 170.00 +O+Lr+H, LL Comb Run ('L) 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length= 1.0 fl 1 0,016 0.1 49 1.25 1.500 1.00 1.15 1.00 1.00 1.00 0,01 29.66 1886.72 0.11 31.56 212.50 Length = 4.670 ft 2 0.293 0.1 49 1.25 1.500 1.00 1.15 1.00 1.00 1.00 0.14 552.87 1886.72 0.11 31.56 212.50 +O+Lr+H, LL Comb Run (L '} 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 1.0 ft 1 0.044 0.064 1.25 1.500 1.00 1.15 1.00 1.00 1.00 0.02 82.56 1886.72 0.05 13,66 212.50 Length = 4.670 fl 2 0.099 0.064 1.25 1.500 1.00 1.15 1.00 1.00 1.00 0.05 186.40 1886.72 0.05 13.66 212.50 +O+Lr+H, LL Comb Run (LL) 1.500 1.00 1.15 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length = 1.0 fl 1 0.044 0.152 1.25 1.500 1.00 1.15 1.00 1.00 1.00 0.02 82.56 1886.72 0.11 32.38 212.50 Length = 4.670 fl 2 0.279 0.152 1.25 1.500 1.00 1.15 1.00 1.00 1.00 0.13 527.08 1886.72 0.11 32,38 212.50 +O+S+H 1.500 1.00 1.15 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length = 1.0 fl 0.017 0.066 1.15 1.500 1.00 1.15 1.00 1.00 1.00 0.01 29.66 1735.78 0.04 12.83 195.50 Length = 4.670 ft 2 0.122 0.066 1.15 1.500 1.00 1.15 1.00 1.00 1.00 0,05 211.20 1735.78 0.04 12.83 195.50 +0+0.750Lr+0.750L+H, LL Comb Rt 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.0 ft 1 0.016 0.126 1.25 1.500 1.00 1.15 1.00 1.00 1.00 0.01 29.66 1886.72 0.09 26.88 212.50 Length = 4.670 ft 2 0.248 0.126 1.25 1.500 1.00 1.15 1.00 1.00 1.00 0.12 467.44 1886.72 0.09 26.88 212.50 +O+Q.750Lr+0.750L+H, LL Comb Rt 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length = 1.0 fl 1 0.037 0.063 1.25 1.500 1.00 1.15 1.00 1.00 1.00 0.02 69.33 1886.72 0.05 13.45 212.50 Length = 4.670 ft 2 0,102 0.063 1.25 1.500 1.00 1.15 1.00 1.00 1.00 0.05 192.45 1886.72 0.05 13.45 212.50 +0+0.750Lr+0.750L+H, LL Comb Rt 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length = 1.0 ft 1 0.037 0.129 1.25 1.500 1.00 1.15 1.00 1.00 1.00 0.02 69.33 1886.72 0.10 27,49 212.50 Length = 4.670 ft 2 0.238 0.129 1.25 1.500 1.00 1.15 1.00 1.00 1.00 0.11 448.11 1886.72 0.10 27.49 212.50 +D+0.750L+0.750S+H, LL Comb Ru 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length= 1.0 ft 1 0.017 0,066 1.15 1.500 1.00 1.15 1.00 1.00 1.00 0.01 29.66 1735.78 0.04 12.83 195.50 Length = 4.670 ft 2 0.122 0.066 1.15 1.500 1.00 1,15 1.00 1.00 1.00 0.05 211.20 1735.78 0.04 12.83 195,50 +0+0.750L+0.750S+H, LL Comb Ru 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0,00 0,00 0.00 Length = 1.0 ft 1 0,017 0.066 1.15 1.500 1.00 1.15 1.00 1.00 1.00 0.01 29,66 1735.78 0.04 12.83 195.50 Length = 4.670 ft 2 0.122 0.066 1.15 1.500 1.00 1.15 1.00 1.00 1.00 0.05 211.20 1735.78 0.04 12.83 195.50 +D+0.750L+0.750S+H, LL Comb Ru 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length = 1.0 ft 1 0.017 0.066 1.15 1.500 1.00 1.15 1.00 1.00 1.00 0.01 29.66 1735.78 0.04 12.83 195.50 Length = 4.670 ft 2 0.122 0.066 1.15 1.500 1.00 1.15 1.00 1.00 1.00 0,05 211.20 1735.78 0.04 12.83 195.50 +D+0.60W+H 1,500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.0 ft 0.012 0,047 1.60 1.500 1.00 1.15 1.00 1.00 1.00 0.01 29.66 2415.00 0.04 12.83 272.00 Length = 4.670 ft 2 0,087 0.047 1.60 1.500 1.00 1.15 1.00 1.00 1.00 0.05 211.20 2415.00 0.04 12.83 272.00 +0+0.750Lr+0.750L+0.450W+H, LL 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length = 1.0 ft 1 0,012 0.099 1.60 1.500 1.00 1.15 1.00 1.00 1.00 0.01 29.66 2415.00 0.09 26.88 272.00 Length = 4.670 ft 2 0.194 0.099 1.60 1.500 1.00 1.15 1.00 1.00 1.00 0.12 467.44 2415.00 0.09 26.88 272.00 +0+0.750Lr+0.750L+0.450W+H, LL 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.0ft 1 0.029 0,049 1.60 1.500 1.00 1.15 1.00 1.00 1.00 0.02 69.33 2415.00 0.05 13.45 272.00 Length= 4.670 ft 2 0.080 0.049 1.60 1.500 1.00 1.15 1.00 1.00 1.00 0.05 192.45 2415.00 0.05 13.45 272.00 +O+O. 750Lr+0.750L +0.450W+H, LL 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.0 ft 1 0.029 0.101 1.60 1.500 1.00 1.15 1.00 1.00 1.00 0.02 69.33 2415,00 0.10 27.49 272.00 Length = 4.670 ft 2 0.186 0.101 1.60 1.500 1.00 1.1 5 1.00 1.00 1.00 0.11 448.1 1 2415.00 0.10 27.49 272.00 +0+0.750L +0.750S+0.450W+H, LL• 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.0 ft 1 0.012 0.047 1.60 1.500 1.00 1.15 1.00 1.00 1.00 0,01 29.66 2415.00 0.04 12.83 272.00 Length = 4.670 ft 2 0.087 0.047 1.60 1.500 1.00 1.15 1.00 1.00 1.00 0.05 211.20 2415.00 0.04 12.83 272.00 +0+0.750L+0.750S+0.450W+H, LL • 1.500 1.00 1.15 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length = 1.0 ft 1 0,012 0.047 1.60 1.500 1.00 1.15 1.00 1.00 1.00 0.01 29.66 2415.00 0.04 12.83 272.00 Length = 4.670 ft 2 0.087 0.047 1.60 1.500 1.00 1.15 1.00 1.00 1.00 0.05 211.20 2415.00 0.04 12.83 272.00 +0+0.750L+0.750S+0.450W+H, LL, 1.500 1.00 1.15 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length= 1.0 ft 1 0.012 0.047 1.60 1.500 1.00 1.15 1.00 1.00 1.00 0.01 29,66 2415.00 0.04 12.83 272.00 Length = 4.670 fl 2 0.087 0.047 1.60 1.500 1.00 1.15 1.00 1.00 1.00 0,05 211.20 2415.00 0.04 12.83 272.00 +0.600+0.60W+0.60H 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.0 ft 1 0.007 0.028 1.60 1.500 1.00 1.15 1.00 1.00 1.00 0.00 17.79 2415.00 0.03 7,70 272.00 Length = 4.670 ft 2 0.052 O.D28 1.60 1.500 1.00 1.15 1.00 1.00 1.00 0.03 126.72 2415.00 0.03 7.70 272.00 +0+0.70E+0.60H 1,500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.0 fl 0.012 0.047 1.60 1.500 1.00 1.15 1.00 1.00 1.00 0.01 29.66 2415.00 0.04 12.83 272.00 Length = 4.670 ft 2 0.087 0.047 1.60 1.500 1.00 1.15 1.00 1.00 1.00 0.05 211.20 2415.00 0,04 12.83 272.00 +0+0.750L +0.750S+0.5250E+H, LL 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Wood Beam ,., .. DESCRIPTION: RR-2 Load Combination Max Stress Ratios Segment Length Span# M V Length= 1.0 ft 1 0.012 0.047 Length = 4.670 ft 2 0.087 0.047 +O-+-0.750L-+-0.750S-+-0.5250E+H, LL Length= 1.0 ft 1 0.012 0.047 Length = 4.670 ft 2 0.087 0.047 +D-+-0.750L-+-0.750S-+-0.5250E+H, LL Length= 1.0 ft 1 0.012 0.047 Length = 4.670 ft 2 0.087 0.047 -+-0.60D-+-0.70E+H Length = 1.0 ft 0.007 0.028 Length = 4.670 ft 2 0.052 0.028 Overall Maximum Deflections Load Combination +04.r+H, LL Comb Run ('L) Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D+H +D+L +H, LL Comb Run (*L) +D+L +H, LL Comb Run (L ') +04.+H, LL Comb Run (LL) +04.r+H, LL Comb Run ('L) +04.r+H, LL Comb Run (L *) +04.r+H, LL Comb Run (LL) +D+S+H Span +D-+-0.750Lr-+-0.750L+H, LL Comb Run(' +D-+-0.750Lr-+-0.750L+H, LL Comb Run (L +D-+-0.750Lr-+-0.750L +H, LL Comb Run (L +D-+-0.750L-+-0.750S+H, LL Comb Run (*L +D-+-0.750L-+-0.750S+H, LL Comb Run (L' +D-+-0.750L-+-0.750S+H, LL Comb Run (LL +D-+-0.60W+H +D-+-0.750Lr-+-0.750L-+-0.450W+H, LL Comb +D-+-0.750Lr-+-0.750L-+-0.450W+H, LL Comb +D-+-0. 750Lr-+-0.750L-+-0.450W+H, LL Comb +D-+-0.750L-+-0.750S-+-0.450W+H, LL Comb +D-+-0.750L-+-0.750S-+-0.450W+H, LL Comb +0-+-0.750L-+-0.750S-+-0.450W+H, LL Comb -+-0.60D-+-0.60W-+-0.60H +0-+-0.70E-+-0.60H +D-+-0.750L-+-0.750S-+-0.5250E+H, LL Comb +D-+-0.750L-+-0.750S-+-0.5250E+H, LL Comb +D-+-0.750L-+-0.750S-+-0.5250E+H, LL Comb -+-0.60O-+-0.70E+H DOnly Lr Only, LL Comb Run (*L) Lr Only, LL Comb Run (L ') Lr Only, LL Comb Run (LL) HOnly Project Title: 76 Engineer: Project ID: Project Descr: Printed: 12 MAR 2022, 6:50AM Software copyright ENERCALC, INC. 19 Moment Values Shear Values Cd C FN Ci Cr Cm Ct CL M lb F'b V Iv F'v 1.60 1.500 1.00 1.15 1.00 1.00 1.00 0.01 29.66 2415.00 0.04 12.83 272.00 1.60 1.500 1.00 1.15 1.00 1.00 1.00 0.05 211.20 2415.00 0.04 12.83 272.00 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.500 1.00 1.15 1.00 1.00 1.00 0.01 29.66 2415.00 0.04 12.83 272.00 1.60 1.500 1.00 1.15 1.00 1.00 1.00 0.05 211.20 2415.00 0.04 12.83 272.00 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.500 1.00 1.15 1.00 1.00 1.00 0.01 29.66 2415.00 0.04 12.83 272.00 1.60 1.500 1.00 1.15 1.00 1.00 1.00 0.05 211.20 2415.00 0.04 12.83 272.00 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.500 1.00 1.15 1.00 1.00 1.00 0.00 17.79 2415.00 0.03 7.70 272.00 1.60 1.500 1.00 1.15 1.00 1.00 1.00 0.03 126.72 2415.00 0.03 7.70 272.00 Max.'.' Defl Location in Span Load Combination Max.'+' Defl Location in Span 0.0000 0.0798 0.000 2.348 +04.r+H, LL Comb Run ('L) -0.0525 0.0000 0.000 0.000 Support 1 Support notation : Far left is #1 Support 2 0.171 0.105 0.066 0.066 0.066 0.066 0.141 0.096 0.171 0.066 0.122 0.089 0.145 0.066 0.066 0.066 0.066 0.122 0.089 0.145 0.066 0.066 0.066 0.040 0.066 0.066 0.066 0.066 0.040 0.066 O.Q75 0.030 0.105 Support 3 0.122 0.072 0.048 0.048 0.048 0.048 0.122 0.045 0.120 0.048 0.104 0.046 0.102 0.048 0.048 0.048 0.048 0.104 0.046 0.102 0.048 0.048 0.048 0.029 0.048 0.048 0.048 0.048 0.029 0.048 0.075 -0.003 0.072 Values in KIPS Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: 77 Printed: 12 MAR 2022, 6:52AM Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 ,., DESCRIPTION: RR-3 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb+ Fb - Fc-Prll 875.0 psi 875.0 psi 600.0 psi 625.0 psi 170.0 psi 425.0 psi E: Modulus of Elasticity Ebend-xx 1,300.0 ksi Eminbend -xx 470.0 ksi Wood Species : Douglas Fir-Larch Fe -Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Density 31.210pcf Repetitive Member Stress Increase D(O~O\ 4 ),Lr~0.~27) , D(0.0133) Lr(0.02128) , , ~ 2x6 ~ 2x6 ¼ Span = 1.0 ft Span = 10. 750 ft A lied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.0140, Lr = 0.0270, Tributary Width= 1.0 ft Load for Span Number 2 Uniform Load: D = 0.010, Lr = 0.0160 ksf, Tributary Widtl1 = 1.330 ft, (Roof Load) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span# where maximum occurs Maximum Deflection 0.481: 1 2x6 787.08psi = 1,635.16psi +D+Lr+H, LL Comb Run (*L) = 5.405ft = Span# 2 Max Downward Transient Deflection 0.239 in Max Upward Transient Deflection -0.070 in Max Downward Total Deflection 0.384 in Max Upward Total Deflection -0.113 in ... Maximum Shear Stress Ratio Section used for this span fv: Actual Ratio = Ratio = Ratio= Ratio= Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 540 >=240 340>=240 335 >=180 212>=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M lb +O+H Length = 1.0 ft 0.009 0.079 0.90 1.300 1.00 1.15 1.00 1.00 1.00 0.01 11.11 Length= 10.750 ft 2 0.254 0.079 0.90 1.300 1.00 1.15 1.00 1.00 1.00 0.19 299.32 +D+L+H, LL Comb Run ('L) 1.300 1.00 1.15 1.00 1.00 1.00 Length = 1. 0 ft 1 0.008 0.071 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0.01 11.11 Length = 10.750 ft 2 0.229 0.071 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0.19 299.32 +D+L +H, LL Comb Run (L ') 1.300 1.00 1.15 1.00 1.00 1.00 Length = 1.0 ft 1 0.008 0.071 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0.01 11.1 1 Length = 10.750 ft 2 0.229 0.071 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0.19 299.32 +D+L +H, LL Comb Run (LL) 1.300 1.00 1.15 1.00 1.00 1.00 Length = 1.0 ft 1 0.008 0.071 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0.01 11.11 Design OK 0.148 : 1 2x6 = 31.50 psi 212.50 psi +D+Lr+H, LL Comb Run (LL) 1.000ft Span# 1 Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 1177.31 0.07 12.10 153.00 1177.31 O.Q7 12.10 153.00 0.00 0.00 0.00 0.00 1308.13 0.07 12.10 170.00 1308.13 O.Q7 12.10 170.00 0.00 0.00 0.00 0.00 1308.13 0.07 12.10 170.00 1308.13 0.07 12.10 170.00 0.00 0.00 0.00 0.00 1308.13 0,07 12.10 170.00 Title Block Line 1 Project Title: 78 You can change this area Engineer: using the 'Settings' menu item Project ID: and then using the • Printing & Project Descr: Title Block' selection. Title Block Line 6 Printed: 12 MAR 2022, 6:52AM Wood Beam Software copyright ENERCALC, INC. 198~2020, Build:12.20.8.24 ,., ... DESCRIPTION: RR-3 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Cj Cr Cm Ct CL M lb F'b V fv F'v Length= 10.750 ft 2 0.229 0.071 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0.19 299.32 1308.13 0.07 12.10 170.00 +D+Lr+H, LL Comb Run ('l} 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 1.0 ft 1 0.007 0.147 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.01 11.11 1635.16 0.17 31.27 212.50 Length = 10.750 ft 2 0.481 0.147 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.50 787.08 1635.16 0.17 31.27 212.50 +O+Lr+H, LL Comb Run (L ') 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.0 ft 1 0.020 0.058 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.02 32.53 1635.16 0.07 12.33 212.50 Length= 10.750 ft 2 0.177 0.058 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.18 288.81 1635.16 0.07 12.33 212.50 +D+Lr+H, LL Comb Run (LL} 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.0 ft 1 0.020 0.148 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.02 32.53 1635.16 0.17 31.50 212.50 Length= 10.750 ft 2 0.475 0.148 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.49 776.43 1635.16 0.17 31.50 212.50 +D+S+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 1.0 ft 1 0.007 0.062 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.01 11.11 1504.34 0.07 12.10 195.50 Length = 10.750 ft 2 0.199 0.062 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.19 299.32 1504.34 0.07 12.10 195.50 +D+0.750Lr+0.750L+H, LL Comb Rt 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.0 ft 1 0.007 0.125 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.01 11.11 1635.16 0.15 26.48 212.50 Length = 10.750 ft 2 0.407 0.125 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.42 665.14 1635.16 0.15 26.48 212.50 +D+0.750Lr+0.750L+H, LL Comb Rt 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 1.0 ft 1 0.017 0.058 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.02 27.17 1635.16 0.07 12.27 212.50 Length = 10.750 ft 2 0.178 0.058 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.18 291.41 1635.16 0.07 12.27 212.50 +D+0.750Lr+0.750L+H, LL Comb Rt 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 1.0 ft 1 0.017 0.125 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.02 27.17 1635.16 0.15 26.65 212.50 Length = 10.750 ft 2 0.402 0.125 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.41 657.15 1635.16 0.15 26.65 212.50 +D+0.750L+0.750S+H, LL Comb Ru 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 1.0 ft 1 0.007 0.062 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.01 11.11 1504.34 0.07 12.10 195.50 Length= 10.750 ft 2 0.199 0.062 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.19 299.32 1504.34 0.o7 12.10 195.50 +D+0.750L+0.750S+H, LL Comb Ru 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.0 ft 1 0.007 0.062 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.01 11.11 1504.34 0.07 12.10 195.50 Length = 10. 750 ft 2 0.199 0.062 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.19 299.32 1504.34 0.07 12.10 195.50 +D+0.750L+0.750S+H, LL Comb Ru 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 1.0 ft 1 0.007 0.062 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.01 11.11 1504.34 0.D7 12.10 195.50 Length = 10.750 ft 2 0.199 0.062 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.19 299.32 1504.34 0.07 12.10 195.50 +D+0.60W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.0 ft 0.005 0.044 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.01 11.11 2093.00 0.07 12.10 272.00 Length= 10.750 ft 2 0.143 0.044 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.19 299.32 2093.00 0.07 12.10 272.00 +D+0.750Lr+0.750L+0.450W+H, LL 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.0 ft 1 0.005 0.097 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.01 11.11 2093.00 0.15 26.48 272.00 Length = 10.750 ft 2 0.318 0.097 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.42 665.14 2093.00 0.15 26.48 272.00 +D+0.750Lr+0.750L+0.450W+H, LL 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.0 ft 1 0.013 0.045 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.02 27.17 2093.00 0.D7 12.27 272.00 Length = 10.750 ft 2 0.139 0.045 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.18 291.41 2093.00 0.07 12.27 272.00 +D+0.750Lr+0.750L+0.450W+H, LL 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.0 ft 1 0.013 0.098 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.02 27.17 2093.00 0.15 26.65 272.00 Length= 10.750 ft 2 0.314 0.098 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.41 657.15 2093.00 0.15 26.65 272.00 +D+0.750L+0.750S+0.450W+H, LL 1 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 1.0 ft 1 0.005 0.044 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.01 11.11 2093.00 0.07 12.10 272.00 Length= 10.750 ft 2 0.143 0.044 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.19 299.32 2093.00 0.07 12.10 272.00 +D+0.750L+0.750S+0.450W+H, LL • 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.0 ft 1 0.005 0.044 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.01 11.11 2093.00 0.07 12.10 272.00 Length = 10.750 ft 2 0.143 0.044 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.19 299.32 2093.00 0.07 12.10 272.00 +D+0.750L+0.750S+0.450W+H, LL • 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.0 ft 1 0.005 0.044 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.01 11.11 2093.00 0.07 12.10 272.00 Length= 10.750 ft 2 0.143 0.044 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.19 299.32 2093.00 0.07 12.10 272.00 +0.60D+0.60W+0.60H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 1.0ft 0.003 0.027 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.00 6.66 2093.00 0.04 7.26 272.00 Length = 10.750 ft 2 0.086 0.027 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.11 179.59 2093.00 0.04 7.26 272.00 +D+0.70E+0.60H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.0 ft 0.005 0.044 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.01 11.11 2093.00 0.D7 12.10 272.00 Length = 10.750 ft 2 0.143 0.044 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.19 299.32 2093.00 0.07 12.10 272.00 +D+0.750L+0.750S+0.5250E+H, LL 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.0 ft 1 0.005 0.044 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.01 11.11 2093.00 0.07 12.10 272.00 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Wood Beam I.I DESCRIPTION: RR-3 Load Combination Max Stress Ratios Segment Length Span# M V Length= 10.750 ft 2 0.143 0.044 +0-+-0. 750L-+-0.750S-+-0.5250E+H, LL Length = 1.0 ft 1 0.005 0.044 Length= 10.750 ft 2 0.143 0.044 +0-+-0.750L-+-0.750S-+-0.5250E+H, LL Length = 1.0 ft 1 0.005 0.044 Length = 10.750 ft 2 0.143 0.044 -+-0.600-+-0. 70E+H Length = 1.0 ft 0.003 0.027 Length= 10.750 ft 2 0.086 0.027 Overall Maximum Deflections Load Combination Span +O+Lr+H, LL Comb Run ('L) Vertical Reactions Load Combination Overall MAXimum Overall MINimum +O+H +O+L +H, LL Comb Run ('L) +O+L +H, LL Comb Run (L ') +O+L +H, LL Comb Run (LL) +O+Lr+H, LL Comb Run ('L) +D+Lr+H, LL Comb Run (L ') +O+Lr+H, LL Comb Run (LL) +O+S+H +0-+-0.750Lr-+-0.750L+H, LL Comb Run(' +0-+-0.750Lr-+-0.750L+H, LL Comb Run (L +0-+-0.750Lr-+-0.750L+H, LL Comb Run (L +0-+-0.750L-+-0.750S+H, LL Comb Run ('L +0-+-0.750L-+-0.750S+H, LL Comb Run (L' +0-+-0. 750L-+-0.750S+H, LL Comb Run (LL +0-+-0.60W+H +0-+-0.750Lr-+-0.750L-+-0.450W+H, LL Comb +0-+-0.750Lr-+-0.750L-+-0.450W+H, LL Comb +0-+-0.750Lr-+-0.750L-+-0.450W+H, LL Comb +0-+-0.750L-+-0.750S-+-0.450W+H, LL Comb +0-+-0.750L-+-0.750S-+-0.450W+H, LL Comb +D-+-0.750L-+-0.750S-+-0.450W+H, LL Comb +0.60D+0.60W+0.60H +0-+-0.70E-+-0.60H +0-+-0.750L-+-0.750S-+-0.5250E+H, LL Comb +0-+-0.750L-+-0.750S-+-0.5250E+H, LL Comb +D-+-0.750L-+-0.750S+0.5250E+H, LL Comb -+-0.600-+-0. 70E+H D Only Lr Only, LL Comb Run ('L) Lr Only, LL Comb Run (L') Lr Only, LL Comb Run (LL) H Only 1 2 Project Title: Engineer: Project ID: Project Descr: 79 Printed: 12 MAR 2022, 6:52AM Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Moment Values Shear Values Cd C FN Ci Cr Cm Ct CL M fb F'b V fv F'v 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.19 299.32 2093.00 0.07 12.10 272.00 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.01 11.11 2093.00 0,07 12.10 272.00 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.19 299.32 2093.00 0.07 12.10 272.00 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.01 11.11 2093.00 0,07 12.10 272.00 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.19 299.32 2093.00 0.07 12.10 272.00 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.00 6.66 2093.00 0.04 7.26 272.00 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.11 179.59 2093.00 0.04 7.26 272.00 Max.'.' Oefl Location in Span Load Combination Max.'+' Defl Location in Span 0.0000 0.3845 0.000 5.405 +O+Lr+H, LL Comb Run ('L) -0.1127 0.0000 0.000 0.000 Support 1 Support notation : Far left is #1 Support 2 0.229 0.143 0.086 0.086 0.086 0.086 0.201 0.114 0.229 0.086 0.172 0.107 0.193 0.086 0.086 0.086 0.086 0.172 0.107 0.193 0.086 0.086 0.086 0.052 0.086 0.086 0.086 0.086 0.052 0.086 0.1 14 0.028 0.143 Support 3 0.185 0.113 0.071 0.071 0.071 0.071 0.185 0.070 0.184 0.071 0.157 0.070 0.156 0.071 0.071 0.071 0.071 0.157 0.070 0.156 0.071 0.071 0.071 0.043 0.071 0.071 0.071 0.071 0.043 0.071 0.114 -0.001 0.113 Values in KIPS Title Block Line 1 You can change this area using the 'Settings' menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: 80 Project ID: Project Descr: Printed: 12 MAR 2022, 7:15AM Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 1,1 ,. DESCRIPTION: FB-1 CODE REFERENCES Calculations per NOS 2012, !BC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Load Combination ASCE 7-16 Fb+ Fb- 875.0 psi 875.0 psi 600.0 psi 625.0 psi 170.0 psi 425.0 psi E: Modulus of Elasticity Wood Species Wood Grade Beam Bracing : Douglas Fir-Larch : No.2 Fc -Prll Fe-Perp Fv Ft : Beam is Fully Braced against lateral-torsional buckling 0(0.0487~ L(0.195) 3.5x14.0 Span = 13.0 ft Ebend-xx 1,300.0 ksi Eminbend -xx 470. 0 ksi Density 31.210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.010, Lr = 0.0160 ksf, Tributary Width = 3.50 ft, (Roof Load) Uniform Load: D = 0.0150, L = 0.060 ksf, Tributary Width = 3.250 ft, (Floor Load) Qg.§_IGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span = Span# where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.746 1 3.5x14.0 641.59psi 860.16psi +D+L 6.500ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual 0.121 in Ratio = 0.000 in Ratio = 0.180 in Ratio = 0.000 in Ratio = Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 1287 >=360 0<360 867 >=240 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M lb D Only Length = 13.0 ft 0.270 0.101 0.90 0.983 1.00 1.00 1.00 1.00 1.00 1.99 209.24 +O+L 0.983 1.00 1.00 1.00 1.00 1.00 Length = 13.0 ft 0.746 0.279 1.00 0.983 1.00 1.00 1.00 1.00 1.00 6.11 641.59 +O+Lr 0.983 1.00 1.00 1.00 1.00 1.00 Length = 13.0 ft 0.310 0.116 1.25 0.983 1.00 1.00 1.00 1.00 1.00 3.18 333.40 +0+0.750Lr+0.750L 0.983 1.00 1.00 1.00 1.00 1.00 Length = 13.0 ft 0.583 0.218 1.25 0.983 1.00 1.00 1.00 1.00 1.00 5.97 626.63 +D+0.750L 0.983 1.00 1.00 1.00 1.00 1.00 Length= 13.0 ft 0.539 0.202 1.15 0.983 1.00 1.00 1.00 1.00 1.00 5.08 533.50 +0.60D 0.983 1.00 1.00 1.00 1.00 1.00 Length = 13.0 ft 0.091 0.034 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.20 125.54 F'b 0.00 774.14 0.00 860.16 0.00 1075.19 0.00 1075.19 0.00 989.18 0.00 1376.25 Design OK 0.279 : 1 3.5x14.0 47.49 psi 170.00 psi +D+L 11.861 ft Span# 1 Shear Values V fv 0.00 0.00 F'v 0.00 0.51 15.49 153.00 0.00 0.00 0.00 1.55 47.49 170.00 0.00 0.00 0.00 0.81 24.68 212.50 0.00 0.00 0.00 1.52 46.38 212.50 0.00 0.00 0.00 1.29 39.49 195.50 0.00 0.00 0.00 0.30 9.29 272.00 Title Block Line 1 You can change this area using the "Settings" menu item and then using the • Printing & Title Block' selection. Title Block Line 6 Wood Beam 1.1 •• DESCRIPTION: FB-1 Overall Maximum Deflections Load Combination Span +O->l 1 Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+L +D+Lr +D+0.750Lr+0.750L -t{)+Q.750L +0.600 Lr Only LOnly Project Title: Engineer: Project ID: Project Descr: 81 Printed: 12 MAR 2022, 7: 1 SAM i e: Powers. Software copyright ENERCALC, INC. 1983-2020, Bulld:12.20.8.24 Max."." Defl Location in Span Load Combination Max. "+' Defl Location in Span 0.1798 6.547 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 1.881 1.881 1.268 1.268 0.613 0.613 1.881 1.881 0.977 0.977 1.837 1.837 1.564 1.564 0.368 0.368 0.364 0.364 1.268 1.268 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: 82 Printed: 12 MAR 2022, 7:20AM Wood Beam Software copyright ENERCALC, INC. 1983-2020, Bu I.I DESCRIPTION: FB-2 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb+ 2900 psi 2900 psi 2900 psi E: Modulus of Elasticity Fb-Ebend-xx 2000ksi Fc-Prll Fe-Perp Fv Eminbend -xx 1 016. 535 ksi Wood Species Wood Grade Beam Bracing : ilevel Truss Joist : Parallam PSL 2.0E Ft : Beam is Fully Braced against lateral-torsional buckling D(0.613) Lr(O 364) L(1.268) D 0.035 L 0.056 3.5x14.0 Span = 13.670 ft 750 psi 290 psi 2025 psi Density 45.07 pct Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.010, Lr = 0.0160 ksf, Tributary Width = 3.50 ft, (Roof Load) Point Load : D = 0.6130, Lr= 0.3640, L = 1.268 k@ 7.0 ft, (FB-1) DESIGN SYMMARY Design OK Maximum Bending Stress Ratio = 0.279 1 Maximum Shear Stress Ratio = 0.132: 1 Section used for this span 3.5x14.0 Section used for this span 3.5x14.0 fb: Actual 796.17psi fv: Actual = 38.25 psi Fb: Allowable = 2,850.80psi Fv: Allowable = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span 6.985ft Location of maximum on span 12.523ft Span# where maximum occurs = Span# 1 Span # where maximum occurs Span# 1 Maximum Deflection Max Downward Transient Deflection 0.073 in Ratio= 2241 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.152 in Ratio= 1081 >=240 I Max Upward Total Deflection 0.000 in Ratio = 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M lb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 13.670 ft 0.134 0.070 0.90 0.983 1.00 1.00 1.00 1.00 1.00 3.26 342.61 2565.72 0.60 18.37 261.00 +0+l 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 13.670 ft 0.279 0.132 1.00 0.983 1.00 1.00 1.00 1.00 1.00 7.59 796.17 2850.80 1.25 38.25 290.00 +D+lr 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.670 ft 0.171 0.093 1.25 0.983 1.00 1.00 1.00 1.00 1.00 5.81 610.04 3563.50 1.11 33.83 362.50 +D+0.750Lr+0.750L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.670 ft 0.248 0.124 1.25 0.983 1.00 1.00 1.00 1.00 1.00 8.42 883.35 3563.50 1.47 44.87 362.50 +0+0.750L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.670 ft 0.208 0.100 1.15 0.983 1.00 1.00 1.00 1.00 1.00 6.51 682.78 3278.42 1.09 33.28 333.50 +0.60D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 13.670 ft 0.045 0.024 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.96 205.57 4561.28 0.36 11.02 464.00 • Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Wood Beam 1 ,1 DESCRIPTION: FB-2 Overall Maximum Deflections Load Combination Span +D-+-0.750Lr-+-0.750L 1 Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +O+L +D+Lr +0-+-0.750Lr-+-O. 750L +0-+-0.750L -+-0.600 Lr Only L Only Project Title: Engineer: Project ID: Project Descr: 83 Printed: 12 MAR 2022, 7:20AM Software copyright ENERCALC, INC. 1983-2020, Bu Max.•-· Defl Location in Span Load Combination Max.'+' Defl Location in Span 0.1516 6.885 0,0000 0.000 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 1.527 1.572 0.619 0,649 0.643 0.658 1.262 1.307 1.204 1.227 1.527 1.572 1.107 1.145 0.386 0.395 0.560 0.569 0.619 0.649 .. Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Project Title: 84 Engineer: Project ID: Project Descr: Printed: 12 MAR 2022, 7:27 AM Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 1 .1 •• DESCRIPTION: FB-3 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb+ 2,900.0 psi 2,900.0 psi 2,900.0 psi E : Modulus of Elasticity Fb-Ebend-xx 2,000.0 ksi Fc-Prll Fe-Perp Fv Eminbend-xx 1,016.54 ksi Wood Species Wood Grade Beam Bracing : ilevel Truss Joist : Parallam PSL 2.0E Ft : Beam is Fully Braced against lateral-torsional buckling D(0.658) Lr(0.569) L(0.649) D0.04875 L 0.195 D 0.0975 L 0.26 3.5x9.5 Span= 6.0 ft 750.0 psi 290.0 psi 2,025.0 psi Density 45.070pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 6.50 ft, (Floor Load) Point Load : D = 0.6580, Lr = 0.5690, L = 0.6490 k @ 1.50 ft, (FB-2) Uniform Load : D = 0.0150, L = 0.060 ksf, Tributary Width = 3.250 ft, (Deck Load) DESIGN SUMMARY I Maximum Bending Stress Ratio 1 • Section used for this span tb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.300 1 3.5x9.5 870.71 psi 2,900.00psi Maximum Shear Stress Ratio Section used for this span fv: Actual +D+L 2.474ft Span# 1 0.034 in Ratio = 0.000 in Ratio= 0.050 in Ratio= 0.000 in Ratio= Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 2137 >=360 0<360 1439>=240 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Cj Cr Cm Ct CL M fb D Only Length = 6.0 ft 0.112 0.145 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.28 292.86 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 Length = 6.0 ft 0.300 0.363 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.82 870.71 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 Length = 6.0 ft 0.120 0.158 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.91 434.97 +D+0.750Lr+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 Length = 6.0 ft 0.225 0.284 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.57 814.70 +O+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 Length = 6.0 ft 0.217 0.265 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.18 725.16 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 Design OK 0.363 : 1 3.5x9.5 = 105.25 psi = 290.00 psi +D+L = 0.000ft Span# 1 Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 2610.00 0.84 37.89 261.00 0.00 0.00 0.00 0.00 2900.00 2.33 105.25 290.00 0.00 0.00 0.00 0.00 3625.00 1.27 57.15 362.50 0.00 0.00 0.00 0.00 3625.00 2.28 102.85 362.50 0.00 0.00 0.00 0.00 3335.00 1.96 88.41 333.50 0.00 0.00 0.00 0.00 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Wood Beam ,., DESCRIPTION: FB-3 Load Combination Segment Length Span# Length= 6.0 ft 1 Max Stress Ratios M V 0.038 0.049 Overall Maximum Deflections Load Combination Span +0-+l 1 Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +D+L +O+Lr +0+0.750Lr+0.750L +0+0.750L +0.60D Lr Only L Only Project Title: Engineer: Project ID: Project Descr: 85 Printed: 12 MAR 2022, 7:27 AM File: owers. Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Moment Values Shear Values Cd C FN Ci Cr Cm C t CL M fb F'b V Iv F'v 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.77 175.72 4640.00 0.50 22.74 464.00 Max.'-' Deft Location in Span Load Combination Max. '+' Deft Location in Span 0.0500 2.912 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 2.815 2.162 1.852 1.527 0.963 0.634 2.815 2.162 1.390 0.777 2.672 1.887 2.352 1.780 0.578 0.381 0.427 0.142 1.852 1.527 Title Block Line 1 You can change this area using the 'Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: 86 Printed: 12 MAR 2022, 7:34AM Wood Beam Software copyright ENERCALC, INC. 198J.2020, Build:12.20.8.24 1.1 •• DESCRIPTION: FB-4 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb + 2,900.0 psi 2,900.0 psi 2,900.0 psi E: Modulus of Elasticity Fb-Ebend-xx 2,000.0ksi Fc-Prll Fe-Perp Fv Eminbend -xx 1,016.54 ksi Wood Species Wood Grade Beam Bracing : ilevel Truss Joist : Parallam PSL 2.0E Ft : Beam is Fully Braced against lateral-torsional buckling 0(0.04) Lr(0.064) D(0.01995l L(0.0532) 3.5x9.5 Span= 4.50 ft 750.0 psi 290.0 psi 2,025.0 psi Density 45.070pcf A lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.0150, L = 0.040 ksf, Tributary Width= 1.330 ft, (Floor Load) Uniform Load: D = 0.1080 ksf, Tributary Width = 1.0 fl, (Wall Load) Uniform Load: D = 0.010, Lr= 0.0160 ksf, Tributary Width= 4.0 fl, (Roof Load) DESIGN SUMMARY r Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = 0.046: 1 3.5x9.5 133.60psi 2,900.00psi +D+L 2.250ft Span# 1 0.001 in 0.000 in 0.005 in 0.000 in Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span# where maximum occurs Ratio = 45471 >=360 Ratio= 0<360 Ratio= 10929 >=240 Ratio = 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span # M V Cd CFN Ci Cr Cm Ct CL M fb DOnly Length = 4.50 ft 0.039 0.045 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.45 102.91 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 Length = 4.50 ft 0.046 0.053 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.59 133.60 +O+Lr 1.000 1.00 1.00 1.00 1.00 1.00 Length = 4.50 ft 0.039 0.044 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.61 139.83 +0+0.750Lr+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 Length = 4.50 ft 0.042 0.048 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.67 153.62 +0+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 Length = 4.50 ft 0.038 0.043 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.55 125.93 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 F'b 0.00 2610.00 0.00 2900.00 0.00 3625.00 0.00 3625.00 0.00 3335.00 0.00 Design OK V 0.00 0.26 0.00 0.34 0.00 0.35 0.00 0.39 0.00 0.32 0.00 0.053 : 1 3.5x9.5 15.27 psi 290.00 psi +D+L 3.712ft Span# 1 Shear Values fv F'v 0.00 0.00 11.76 261.00 0.00 0.00 15.27 290.00 0.00 0.00 15.98 362.50 0.00 0.00 17 .56 362.50 0.00 0.00 14.39 333.50 0.00 0.00 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam 1.0 DESCRIPTION: FB-4 Load Combination Segment Length Span# Length = 4.50 ft 1 Max Stress Ratios M V 0.013 0.015 Overall Maximum Deflections Load Combination +D+0.750Lr+0.750L Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+L +D+Lr +D+0.750Lr+O. 750L +D+0.750L +0.60D Lr Only L Only Span Project Title: Engineer: Project ID: Project Descr: Cd C FN Ci Cr Cm Ct CL 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Max. • -• Defl Location in Span Load Combination 0.0049 2.266 Support notation : Far left is #1 Support 1 0.599 0.120 0.401 0.521 0.545 0.599 0.491 0.241 0.144 0.120 Support 2 0.599 0.120 0.401 0.521 0.545 0.599 0.491 0.241 0.144 0.120 87 Printed: 12 MAR 2022, 7:34AM ile: owers. Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Moment Values Shear Values M fb F'b V fv F'v 0.27 61.74 4640.00 0.16 7.06 464.00 Max. '+" Defl Location in Span 0.0000 0.000 Values in KIPS Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: 88 Printed: 12 MAR 2022, 7:40AM Fie: owers. Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: FB-5 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Pro erties Analysis Method: Allowable Stress Design Load Combination ASCE 7-16 Fb+ Fb- Fc-Prll Wood Species : ilevel Truss Joist Fe -Perp Wood Grade : Parallam PSL 2.0E Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 2,900.0 psi 2,900.0 psi 2,900.0 psi 750.0 psi 290.0 psi 2,025.0 psi 0(0 401) Lr(0.144) L(0.12) ' D(0.15\U0.4\ ' 3.5x9.5 Span = 5.50 ft ' E: Modulus of Elasticity Ebend-xx 2,000.0 ksi Eminbend -xx 1,016.54ksi Density 45.070pcf ' Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.0150, L = 0.040 ksf, Tributary Width= 10.0 ft, (Floor Load) Point Load : D = 0.4010, Lr = 0.1440, L = 0.120 k@ 3.670 ft, (FB-1) DESIGN_ SUMMAR_Y Maximum Bending Stress Ratio = 0.206 1 Maximum Shear Stress Ratio = 0.226 : 1 I Section used for this span 3.5x9.5 Section used for this span 3.5x9.5 fb: Actual = 597.78psi fv: Actual 65.42 psi Fb: Allowable 2,900.00psi Fv: Allowable = 290.00 psi Design OK Load Combination +D+L Load Combination +D+L Location of maximum on span 3.051ft Location of maximum on span 4.717ft Span # where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.01 8 in Ratio= 3709>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.029 in Ratio= 2311 >=240 Max Upward Total Deflection 0.000 in Ratio = 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C; Cr Cm Ct CL M lb F'b V fv F'v DOnly 0.00 0.00 0.00 0.00 Length = 5.50 ft 0.090 0.101 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.03 234.53 2610.00 0.58 26.31 261.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 0.206 0.226 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.62 597.78 2900.00 1.45 65.42 290.00 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 0.076 0.085 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.20 274.34 3625.00 0.68 30.64 362.50 +D+0.750Lr+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 0.147 0.162 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.33 531.58 3625.00 1.31 58.89 362.50 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 0.152 0.167 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.22 505.83 3335.00 1.23 55.64 333.50 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 0.030 0.034 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.62 140.72 4640.00 0.35 15.78 464.00 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam 1 ,1 DESCRIPTION: FB-5 Overall Maximum Deflections Load Combination Span +D+L Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +D+L +D+Lr +D+O. 750Lr+0.750L +D+0.750L +0.60D Lr Only L Only Project Title: Engineer: Project ID: 89 Project Descr: Printed: 12 MAR 2022, 7:40AM ile: ewers. Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Max.•-· Defl Location in Span Load Combination Max. "+" Defl Location in Span 0.0286 2.810 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 1.714 1,889 1.140 1.180 0.575 0.709 1.714 1.889 0.622 0.805 1.465 1.666 1.429 1.594 0.345 0.425 0.048 0.096 1.140 1.180 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: 90 Printed: 13 MAR 2022, 5:34AM Wood Beam Software copyright ENERCALC, INC. 1983-,., DESCRIPTION: FB-6 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Load Combination ASCE 7-16 Fb+ Fb- 2,900.0 psi 2,900.0 psi 2,900.0 psi E: Modulus of Elasticity Wood Species Wood Grade Beam Bracing " : iLevel Truss Joist : Parallam PSL 2.0E Fc -Prll Fe-Perp Fv Ft : Beam is Fully Braced against lateral-torsional buckling v 0(0.225) L(0.6) 5.25x1 4.0 Span = 17.0 ft 750.0 psi 290.0 psi 2,025.0 psi Ebend-xx 2,000.0ksi Eminbend -xx 1,016.54 ksi Density 45.070pcf l A lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 15.0 ft, (Floor Load) /:JESLGN SUMMARY _ Maximum Bending Stress Ratio 0.752 1 Maximum Shear Stress Ratio Section used for this span 5.25x14.0 Section used for this span fb: Actual 2, 143.SOpsi tv: Actual Fb: Allowable = 2,850.80psi Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection +D+L 8.500ft Span# 1 0.472 in Ratio= 0.000 in Ratio = 0.668 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V Cd C FN Ci Cr Cm D Only Length= 17.0 ft 0.244 0.143 0.90 0.983 1.00 1.00 1.00 +D+l 0.983 1.00 1.00 1.00 Length= 17.0 ft 0.752 0.441 1.00 0.983 1.00 1.00 1.00 +D+0.750L 0.983 1.00 1.00 1.00 Length = 17.0 ft 0.495 0.290 1.25 0.983 1.00 1.00 1.00 +0.60D 0.983 1.00 1.00 1.00 Length= 17.0 ft 1 0.082 0.048 1.60 0.983 1.00 1.00 1.00 Overall Maximum Deflections Load Combination Span Max. '•" Deft Location in Span +D+l 0.6676 8.562 Load Combination Location of maximum on span Span # where maximum occurs 431 >=360 0<360 305>=240 0<240 Ct CL 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 Moment Values M fb 8.96 626.88 30.63 2,143.50 25.22 1,764.34 5.38 376.13 Design OK = 0.441 : 1 5.25x14.0 = 127.78 psi = 290.00 psi +D+L = 0.000ft = Span# 1 ---· Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 2565.72 1.83 37.37 261.00 0.00 0.00 0.00 0.00 2850.80 6.26 127.78 290.00 0.00 0.00 0.00 0.00 3563.50 5.15 105.17 362.50 0.00 0.00 0.00 0.00 4561.28 1.10 22.42 464.00 Max."+" Deft Location in Span 0.0000 0.000 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block' selection. Title Block Line 6 Wood Beam 1.1 •• DESCRIPTION: FB-6 Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +O+L +0+0.750L +0.60D LOnly Support 1 7.208 5.100 2.108 7.208 5.933 1.265 5.100 Project Title: Engineer: Project ID: Project Descr: Support notation : Far left is #1 Support 2 7.208 5.100 2.108 7.208 5.933 1.265 5.100 91 Printed: 13 MAR 2022, 5:34AM ile: owers. Software copyright ENERCALC, INC. 1983-2020, Bulld:12.20.8.24 Values in KIPS Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Project Title: 92 Engineer: Project ID: Project Descr: Printed: 13 MAR 2022, 5:39AM Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 I.I .:: DESCRIPTION: FB-7 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb+ Fb- 875 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing : Douglas Fir-Larch : No.2 Fc -Prll Fe -Perp Fv Ft : Beam is Fully Braced against lateral-torsional buckling 4x6 Span = 4.0 ft 875 psi Ebend-xx 1300ksi 600 psi Eminbend -xx 470ksi 625 psi 170 psi 425 psi Density 31.21 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 8.0 ft, (Floor Load) Uniform Load: D = 0.0150, L = 0.060 ksf, Tributary Width = 4.50 ft, (Deck Load) DESIGN SUMMARY -Maximum Bending Stress Ratio 0.935 1 Maximum Shear Stress Ratio Section used for this span 4x6 Section used for this span fb: Actual 1,063.15 psi fv: Actual Fb: Allowable = 1,137.50psi Fv: Allowable Load Combination +D+L Load Combination Location of maximum on span = 2.000ft Location of maximum on span Span# where maximum occurs = Span# 1 Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.054 in Ratio = 885 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.072 in Ratio= 668 >=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 -----···---- Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb D Only Length = 4.0 ft 0.255 0.151 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.38 260.69 +O+L 1.300 1.00 1.00 1.00 1.00 1.00 Length = 4.0 ft 0.935 0.554 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.56 1,063.15 +0+0.750L 1.300 1.00 1.00 1.00 1.00 1.00 Length = 4.0 ft 0.607 0.360 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.27 862.53 +0.600 1.300 1.00 1.00 1.00 1.00 1.00 Length = 4.0 ft 0.086 0.051 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.23 156.42 Overall Maximum Deflections Load Combination Span Max.•-· Defl Location in Span Load Combination +D+L 1 0.0718 2.015 Design OK = = = = = F'b V 0.00 0.00 1023.75 0.30 0.00 0.00 1137.50 1.21 0.00 0.00 1421.88 0.98 0.00 0.00 1820.00 0.18 Max."+' Defl 0.0000 0.554 : 1 4x6 94.25 psi 170.00 psi +D+L 3.547ft Span# 1 Shear Values fv 0.00 F'v 0.00 23.1 1 153.00 0.00 0.00 94.25 170.00 0.00 0.00 76.47 212.50 0.00 0.00 13.87 272.00 Location in Span 0.000 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Wood Beam DESCRIPTION: FB-7 Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +O+l +0-t().750L -t(),600 L Only Support 1 1.563 1.180 0.383 1.563 1.268 0.230 1.180 Project Title: Engineer: Project ID: Project Descr: Support notation : Far left is #1 Support 2 1.563 1.180 0.383 1.563 1.268 0.230 1.180 93 Printed: 13 MAR 2022, 5:39AM Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Values in KIPS Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: 94 Printed: 13 MAR 2022, 5:42AM Fi e: owers. Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 ,., DESCRIPTION: FB-8 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Pro erties Analysis Method: Allowable Stress Design Load Combination ASCE 7-16 Fb + Fb- 2900psi 2900 psi 2900psi E: Modulus of Elasticity Wood Species Wood Grade Beam Bracing : ilevel Truss Joist : Parallam PSL 2.0E Fc -Prll Fe -Perp Fv Ft : Beam is Fully Braced against lateral-torsional buckling D(0.0675) L(0.27) • D 0.12 L 0.32 3.5x9.5 Span = 8.0 ft 750 psi 290 psi 2025 psi Ebend-xx 2000 ksi Eminbend-xx 1016.535ksi Density 45.07pcf v Applied Loads SeNice loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.0150, L = 0.040 ksf, Tributary Width= 8.0 ft, (Floor Load) Uniform Load : D = 0.0150, L = 0.060 ksf, Tributary Width = 4.50 ft, (Deck Load) DESIGN SUMMARY I Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.495 1 3.5x9.5 1,436.75 psi 2,900.00psi Maximum Shear Stress Ratio Section used for this span fv: Actual +D+L 4.000ft Span# 1 0.109 in Ratio = 0.000 in Ratio = 0.146 in Ratio = 0.000 in Ratio = Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 877>=360 0<360 657 >=240 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M fb D Only Length = 8.0 ft 0.138 0.110 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.58 360.88 +O+L 1.000 1.00 1.00 1.00 1.00 1.00 Length = 8.0 ft 0.495 0.394 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.30 1,436.75 +0+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 Length = 8.0 ft 0.322 0.256 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.12 1,167.79 +0.600 1.000 1.00 1.00 1.00 1.00 1.00 Length = 8.0 ft 0.047 0.037 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.95 216.53 Overall Maximum Deflections Load Combination Span Max.'-' Defl Location in Span Load Combination +D+L 1 0.1460 4.029 Design OK F'b V 0.00 0.00 2610.00 0.64 0.00 0.00 2900.00 2.53 0.00 0.00 3625.00 2.06 0.00 0.00 4640.00 0.38 Max.'+' Oefl 0.0000 0.394 : 1 3.5x9.5 114.16 psi 290.00 psi +D+L 7.212ft Span# 1 Shear Values Iv 0.00 F'v 0.00 28.67 261.00 0.00 0.00 114.16 290.00 0.00 0.00 92.79 362.50 0.00 0.00 17.20 464.00 Location in Span 0.000 I Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Wood Beam ,., DESCRIPTION: FB-8 Vertical Reactions Load Combination Overall MAXimum Overall MINimurn DOnly -+D+L -+D+-0.750L +-0.600 LOnly Support 1 3.152 2.360 0.792 3.152 2.562 0.475 2.360 Project Title: Engineer: Project ID: Project Descr: Support notation : Far left is #1 Support 2 3.152 2.360 0.792 3.152 2.562 0.475 2.360 95 Printed: 13 MAR 2022, 5:42AM Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Values in KIPS , Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: 96 Printed: 13 MAR 2022, 5:44AM ile: owers. Wood Beam Software copyright ENERCALC, INC. 100:,.2020, Build:12.20.8.24 ,., DESCRIPTION: FB-9 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Load Combination ASCE 7-16 Fb+ 2,900.0 psi 2,900.0 psi 2,900.0 psi E: Modulus of Elasticity Wood Species Wood Grade Beam Bracing f : ilevel Truss Joist : Parallam PSL 2.0E Fb - Fc-Prll Fe-Perp Fv Ft : Beam is Fully Braced against lateral-torsional buckling 0(0.0675) L 0.27 ~ 5.25x11.875 Span= 16.750 ft 750.0 psi 290.0 psi 2,025.0 psi Ebend-xx 2,000.0ksi Eminbend -xx 1,016.54ksi Density 45.070pcf ~ l A lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.0150, L = 0.060 ksf, Tributary Width= 4.50 ft, (Deck Load) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.420 1 5.25x11.875 1,217.67psi 2,900.00psi +D+L 8.375ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual 0.328 in Ratio= 0.000 in Ratio = 0.434 in Ratio = 0.000 in Ratio = Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 612 >=360 0<360 463>=240 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M lb DOnly Length= 16.750 ft 0.114 0.059 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.05 296.78 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 Length = 16.750 ft 0.420 0.219 1.00 1.000 1.00 1.00 1.00 1.00 1.00 12.52 1,217.67 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 Length= 16.750 ft 0.272 0.142 1.25 1.000 1.00 1.00 1.00 1.00 1.00 10.15 987.45 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 Length= 16.750 ft 1 0.038 0.020 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.83 178.07 Overall Maximum Deflections Load Combination Span Max.'-' Defl Location in Span Load Combination +D+L 1 0.4341 8.436 F'b 0.00 2610.00 0.00 2900.00 0.00 3625.00 0.00 4640.00 Design OK 0.219 : 1 5.25x11.875 63.54 psi 290.00 psi +D+L 15.772ft Span# 1 Shear Values V fv 0.00 0.00 F'v 0.00 0.64 15.49 261.00 0.00 0.00 0.00 2.64 63.54 290.00 0.00 0.00 0.00 2.14 51.52 362.50 0.00 0.00 0.00 0.39 9.29 464.00 Max."+' Defl Location in Span 0.0000 0.000 ,, Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Wood Beam 1 .1 •• DESCRIPTION: FB-9 Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +O+L +O-t-0.750L -t-0.60D LOnly Support 1 2.990 2.261 0.729 2.990 2.425 0.437 2.261 Project Title: Engineer: Project ID: Project Descr: Support notation : Far left is #1 Support 2 2.990 2.261 0.729 2.990 2.425 0.437 2.261 97 Printed: 13 MAR 2022, 5:44AM Fie: ewers. Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Values in KIPS Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: 98 Printed: 13 MAR 2022, 5:46AM Fie: owers. Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 1,1 DESCRIPTION: FB-10 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb + Fb- 2,900.0 psi 2,900.0 psi 2,900.0 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing : iLevel Truss Joist : Parallam PSL 2.0E Fc -Prll Fe -Perp Fv Ft : Beam is Fully Braced against lateral-torsional buckling D 0.03 L 0.12 5.25x11.875 Span = 9.0 ft 750.0psi 290.0 psi 2,025.0 psi Ebend-xx 2,000.0ksi Eminbend -xx 1,016.54 ksi Density 45.070pcf A lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.0150, L = 0.060 ksf, Tributary Width= 2.0 ft, (Deck Load) DESIGN SUMMARY r M·aximum Bending Stress Ratio I Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.058 1 5.25x11.875 166.92psi 2,900.00psi Maximum Shear Stress Ratio Section used for this span tv: Actual +D+L 4.500ft Span# 1 0.012 in Ratio = 0.000 in Ratio= 0.017 in Ratio= 0.000 in Ratio = Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 8881 >=360 0<360 6287 >=240 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M lb DOnly Length = 9.0 ft 0.019 0.016 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.50 48.75 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 Length = 9.0 ft 0.058 0.049 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.72 166.92 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 Length = 9.0 ft 0.038 0.033 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.41 137.38 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 Length = 9.0 ft 0.006 0.005 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.30 29.25 Overall Maximum Deflections Load Combination Span Max.•-• Deft Location in Span Load Combination +D+L 1 0.0172 4.533 F'b 0.00 2610.00 0.00 2900.00 0.00 3625.00 0.00 4640.00 Design OK 0.049 : 1 5.25x11.875 14.33 psi 290.00 psi +D+L 8.015ft Span# 1 Shear Values V fv 0.00 0.00 F'v 0.00 0.17 4.19 261.00 0.00 0.00 0.00 0.60 14.33 290.00 0.00 0.00 0.00 0.49 11.80 362.50 0.00 0.00 0.00 0.10 2.51 464.00 Max.'+' Deft Location in Span 0.0000 0.000 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Wood Beam ,., DESCRIPTION: FB-10 Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +O+L +0+0.750L +0.60D LOnly Support 1 0.763 0.540 0.223 0.763 0.628 0.134 0.540 Project Title: Engineer: Project ID: Project Descr: Support notation : Far left is #1 Support 2 0.763 0.540 0.223 0.763 0.628 0.134 0.540 99 Printed: 13 MAR 2022, 5:46AM Software copyright ENERCALC, INC. 1983-2020, Bu Values in KIPS ·' Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: 100 Printed: 13 MAR 2022, 6:03AM Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: FB-11 CODE REFERENCES Calcu lations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Load Combination ASCE 7-16 Fb+ Fb- 875.0 psi 875.0 psi 600.0 psi 625.0 psi 170.0 psi 425.0 psi E: Modulus of Elasticity Fc -Prll Wood Species : Douglas Fir-Larch Fe -Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D{0.0199Sl L{0.0532) D{0.0675) Lr(0.108) 4x8 Span = 5.50 ft Ebend-xx 1,300.0ksi Eminbend-xx 470.0ksi Density 31.210pcf A lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.010, Lr= 0.0160 ksf, Tributary Width= 6.750 ft, (Roof Load) Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width= 1.330 ft, (Floor Load) DES(GN SUMMARY Maximum Bending Stress Ratio = 0.22l 1 Maximum Shear Stress Ratio Section used for this span 4x8 Section used for this span fb: Actual = 316.47psi fv: Actual Fb: Allowable = 1,421.88psi Fv: Allowable Load Combination +D+0.750Lr+O. 750L Load Combination Location of maximum on span = 2.750ft Location of maximum on span Span# where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.015 in Ratio= 4263 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.031 in Ratio= 2153 >=240 Max Upward Total Deflection 0.000 in Ratio = 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN C; Cr Cm Ct CL M fb D Only Length = 5.50 ft 0.134 0.077 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.35 137.55 +O+L 1.300 1.00 1.00 1.00 1.00 1.00 Length = 5.50 ft 0.190 0.109 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.55 216.28 +O+Lr 1.300 1.00 1.00 1.00 1.00 1.00 Length = 5.50 ft 0.209 0.120 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.76 297.38 +0+0.750Lr+0.750L 1.300 1.00 1.00 1.00 1.00 1.00 Length = 5.50 ft 0.223 0.128 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.81 316.47 +0+0.750L 1.300 1.00 1.00 1.00 1.00 1.00 Length = 5.50 ft 0.150 0.086 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.50 196.60 +0.600 1.300 1.00 1.00 1.00 1.00 1.00 Length = 5.50 ft 0.045 0.026 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.21 82.53 Design OK 0.128 : 1 4x8 27.15psi 212.50 psi +O+O. 750Lr+0.750L = 4.898ft = Span# 1 Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 1023.75 0.20 11.80 153.00 0.00 0.00 0.00 0.00 1137.50 0.31 18.56 170.00 0.00 0.00 0.00 0.00 1421.88 0.43 25.51 212.50 0.00 0.00 0.00 0.00 1421.88 0.46 27.15 212.50 0.00 0.00 0.00 0.00 1308.13 0.29 16.87 195.50 0.00 0.00 0.00 0.00 1820.00 0.12 7.08 272.00 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Wood Beam 1,1 DESCRIPTION: FB-11 Overall Maximum Deflections Load Combination +D-+-0.750Lr+0.750L Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +O+L +D+Lr +0+0.750Lr+O. 750L +D+0.750L -+-0.600 Lr Only L Only Span Project Title: Engineer: Project ID: Project Descr: Max. ' -' Defl Location in Span Load Combination 0,0306 2.770 Support notation : Far left is #1 Support 1 0.588 0.146 0.256 0.402 0.553 0.588 0,365 0.153 0.297 0,146 Support 2 0.588 0.146 0.256 0.402 0.553 0.588 0.365 0.153 0.297 0.146 101 Printed: 13 MAR 2022, 6:03AM Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Max. '+" Deft Location in Span 0.0000 Values in KIPS 0.000 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Project Title: Engineer: Project ID: Project Descr: 102 Printed: 13 MAR 2022, 6:05AM Title Block Line 6 Wood Beam Fi e: owers.ec Software copyright ENERCALC, INC. 1983-2020, Bulld:12.20.8.24 ,., DESCRIPTION: FHDR-1 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb + Fb- 875.0 psi 875.0 psi 600.0 psi 625.0 psi 170.0 psi 425.0 psi E: Modulus of Elasticity Wood Species Wood Grade Beam Bracing : Douglas Fir-Larch : No.2 Fc -Prll Fe -Perp Fv Ft : Beam is Fully Braced against lateral-torsional buckling D 0.108 0(0 01995S L(0.0532) 4x6 Span = 4.0 ft Ebend-xx 1,300.0 ksi Eminbend-xx 470.0ksi Density 31.210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.0150, L = 0.040 ksf, Tributary Width= 1.330 ft, (Floor Load) Uniform Load: D = 0.1080, Tributary Width = 1.0 ft, (Wall Load) DESIGN fiU_MM~RY Maximum Bending Stress Ratio = 0.222 1 Maximum Shear Stress Ratio Section used for this span 4x6 Section used for this span fb: Actual = 252.06 psi fv: Actual Fb: Allowable = 1,137.50psi Fv: Allowable Load Combination +D+L Load Combination Location of maximum on span = 2.000ft Location of maximum on span Span # where maximum occurs Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.005 in Ratio= 9824 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.017 in Ratio= 2820>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M fb DOnly Length = 4.0 fl 0.176 0.104 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.26 179.70 +D+L 1.300 1.00 1.00 1.00 1.00 1.00 Length = 4.0 fl 0.222 0.131 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.37 252.06 +D+0.750L 1.300 1.00 1.00 1.00 1.00 1.00 Length = 4.0 fl 0.165 0.098 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.34 233.97 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 Length = 4.0 fl 0.059 O.Q35 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.16 107.82 Overall Maximum Deflections Load Combination Span Max.•-• Defl Location in Span Load Combination +D+L 1 0.0170 2.015 Design OK = = = F'b V 0.00 0.00 1023.75 0.20 0.00 0.00 1137.50 0.29 0.00 0.00 1421.88 0.27 0.00 0.00 1820.00 0.12 Max.'+' Defl 0.0000 0.131 : 1 4x6 22.35 psi 170.00 psi +D+L 3.547ft Span# 1 Shear Values fv 0.00 F'v 0.00 15.93 153.00 0.00 0.00 22.35 170.00 0.00 0.00 20.74 212.50 0.00 0.00 9.56 272.00 Location in Span 0.000 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the • Printing & Title Block' selection. Title Block Line 6 Wood Beam 1.1 •• DESCRIPTION: FHDR-1 Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly -tO+L -t0-+-0.750L -+-0.60D LOnly Support 1 0.371 0.106 0.264 0.371 0.344 0.159 0.106 Project Title: Engineer: Project ID: Project Descr: Support notation : Far left is #1 Support 2 0.371 0.106 0.264 0.371 0.344 0.159 0.106 103 Printed: 13 MAR 2022, 6:05AM Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Values in KIPS ~FORTE'Eml MEMBER REPORT Level, FJ-1 1 piece(s) 14" TJI® 210 @ 16" OC Overall Length: 16' 7" PASSED 104 + + 0----=-----------------------------....:....--0 16' [] All locations are measured from the outside face of left support (or left cantilever end}. All dimensions are horizontal. Design Results Actual @ Location Allowed Member Reaction (lbs) 600@ 2 1/2" 1134 (2.25") Shear (lbs) 587@ 3 1/2" 1945 Moment (ft-lbs) 2396 @ 8' 3 1/2" 4490 Live Load Den. (in) 0.172@ 8' 3 1/2" 0.404 Total Load Den. (in) 0.237 @ 8' 3 1/2" 0.808 TJ-Pro 'M Rating 51 40 • Denection criteria: LL (L/480) and n (L/240). • Allowed moment does not renect the adjustment for the beam stability factor. • A structural analysis or the deck has not been performed. Result LDF Passed (53%) 1.00 Passed (30%) 1.00 Passed (53%} 1.00 Passed (L/999+) -- Passed (L/818) -- Passed -- Load: Combination (Pattern) 1.0 D + 1.0 L (All Spans) 1.0 D + 1.0 L (All Spans) 1.0 D + 1.0 L (All Spans) 1.0 D + 1.0 L (All Spans) 1.0 D + 1.0 L (All Spans) -- System : Floor Member Type : Joist Building Use : Residential Building Code : !BC 2015 Design Methodology : ASD • Denection analysis Is based on composite action with a single layer of 23/32" Weyerhaeuser Edge'" Panel (24" Span Rating) that Is glued and nailed down. • Additional considerations for the TJ-Pro'" Rating lndude: None. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 -Stud wall -SPF 3.50" 2.25" 1.75" 166 442 608 1 1/4" Rim Board 2 -Stud wall -SPF 3.50" 2.25" 1.75" 166 442 608 1 1/4" Rim Board • R,m Soard Is assumed to carry all loads applied directly above It, bypassing the member being designed. Lateral Bracing Bracing Intervals Top Edge (Lu) 5' 2" o/c Bottom Edge (Lu) 16' 5" o/c •TJI Joists are only analyzed using Maximum Allowable bracing solutions. •Maximum allowable bracing Intervals based on applied load. Comments Vertical Load location Spacing 1 -Uniform (PSF) 0 to 16' 7" 16" Weyerhaeuser Notes Dead Floor Live (0.90) (1.00) Comments 15.0 40.0 Default Load Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer or record, builder or framer Is responsible to assure that this calculation Is compatibie with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, Input design loads, dimensions and support Information have been provided by ForteWE8 SOftware Operator ForteWEB Software Operator Job Notes Chris Wong n/a (415) 335-0801 chrls71 l@gmall.com Weyerhaeuser 3/13/2022 1:12:15 PM LJTC ForteWEB v3.2, Engine: VS.2.0.17, Data: VS.1.0.16 File Name: Powers Residence Page l /1 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: 105 Printed: 13 MAR 2022, 6:08AM File: owers. Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: FJ-2 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Load Combination ASCE 7-16 Fb+ Fb- Fc-Prll 875.0 psi 875.0 psi 600.0 psi 625.0 psi 170.0 psi 425.0 psi E: Modulus of Elasticity Ebend-xx 1 , 300. 0 ksi Eminbend-xx 470.0ksi Wood Species : Douglas Fir-Larch Fe -Perp Wood Grade : No.2 Fv Ft Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0.01995~ Lr(0.0798) 2x8 l Span = 9.0 ft A lied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0150, Lr= 0.060 ksf, Tributary Width= 1.330 ft, (Deck Load) DESIGN_ ~UIV!_MARY Maximum Bending Stress Ratio = 0.7011 Maximum Shear Stress Ratio Section used for this span 2x8 Section used for this span fb: Actual = 922.30psi fv: Actual Fb: Allowable = 1,312.50psi Fv: Allowable Load Combination +D+Lr Load Combination Location of maximum on span = 4.500ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.191 in Ratio= 564 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.239 in Ratio= 451 >=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M lb D Only Length = 9.0 ft 0.195 0.070 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.20 184.46 +D+Lr 1.200 1.00 1.00 1.00 1.00 1.00 Length = 9.0 ft 0.703 0.253 1.25 1.200 1.00 1.00 1.00 1.00 1.00 1.01 922.30 +D+0.750Lr 1.200 1.00 1.00 1.00 1.00 1.00 Length = 9.0 ft 0.562 0.202 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.81 737.84 +0.60D 1.200 1.00 1.00 1.00 1.00 1.00 Length = 9.0 ft 1 0.066 0.024 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.12 110.68 Overall Maximum Deflections Load Combination Span Max.'-" Deft Location in Span Load Combination +D+Lr 1 0.2392 4.533 Design OK = = = = F'b V 0.00 0.00 945.00 0.08 0.00 0.00 1312.50 0.39 0.00 0.00 1312.50 0.31 0.00 0.00 1680.00 0.05 Max."+' Defl 0.0000 0.253 : 1 2x8 53.78 psi 212.50 psi +D+Lr 8.409 ft Span# 1 Shear Values fv 0.00 F'v 0.00 10.76 153.00 0.00 0.00 53.78 212.50 0.00 0.00 43.02 212.50 0.00 0.00 6.45 272.00 Location in Span 0.000 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Wood Beam I.I DESCRIPTION: FJ-2 Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +O+Lr +0-+-0.750Lr -+-0.60D Lr Only Support 1 0.449 0.359 0.090 0.449 0.359 0.054 0.359 Project Title: Engineer: Project ID: Project Descr: Support notation : Far left is #1 Support 2 0.449 0.359 0.090 0.449 0.359 0.054 0.359 106 Printed: 13 MAR 2022, 6:08AM File: owers.e Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Values in KIPS 107 MAIN FLOOR FRAMING KEY PLAN ---11'-1 1;2· I I/ NJ ~--.4•4~OST PC;.-B NEW 4x8 FLR.<0 ----'ll "' ~ () Ill o I . ID 0 -, 0 I POST /PB .., <1:l ~ i!l u 0 . ID 0 -, 0 I NEW 22•x22• 'i-CRAWL SPACE ACCESS I I I I \. l, ' ' ' ' ',::, ..... ____ _ '------- '\_AREA OF EX. FLR. FRAM'G TO REMAIN~ 3''-+--~----------17'-5 1/2"----------~-3•1 NEWEL POST NEWEL POST W/ABU 'r-.7 c~W/ABU ~~ I • .• :>rf;i•-'~:-:: ?~::~.:._~·-:1·-:::.r:-/·:->r NEW SSW15x10x NEW .: 4x4 POST PC/PB ~iciyi:_2i~:.:c:r-;W'~~~;._.._.''.._. NEW 4x4 POST HDU2 SEE 11/S-5 ~I ~· $1 ~ NEW 4x4 POST HDU2 SEE 11/S-5 NEW 4x4 POST HDU2 SE£-11-/S-S-- NEW 4x4 POST HDU2 SEE 11/S-5 NEW 4'-8" Ft l@ ' ~i ~ col NEW 2x6 FJ O 16" O/C :;t. NEW 2x6 FJ O 16" O/C NEW 4x4 POST HDU2 I _J 1 '\_ARE FRA c:::-::~ NEW I 4x4 POST l HDU2 l SEE 7/S-5 1 I I I -l_ NEW 22"x22" : CRAWL SPAC~ I ACCESS 1 r-----.J u------ b 1 ~-w 1 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Project Title: 108 Engineer: Project ID: Project Descr: Printed: 13 MAR 2022, 6:53AM Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 ,., DESCRIPTION: FB-12 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb+ Fb- 875 psi E : Modulus of Elasticity Wood Species : Douglas Fir-Larch Wood Grade : No.2 Fc -Prll Fe -Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D 0.12 L 0.32 4x8 Span= 7.0 ft 875 psi Ebend-xx 1300ksi 600 psi Eminbend -xx 470ksi 625 psi 170 psi 425 psi Density 31.21 pct l Applied Loads SeNice loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.0150, L = 0.040 ksf, Tributary Width = 8.0 ft, (Floor Load) DESIGN SUMMAR'(_ Design OK Maximum Bending Stress Ratio = 0.93S 1 Maximum Shear Stress Ratio = 0.451 : 1 Section used for this span 4x8 Section used for this span 4x8 fb: Actual = 1,067.93psi fv: Actual = 76.70 psi Fb: Allowable 1,137.50psi Fv: Allowable 170.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 3.500ft Location of maximum on span = 6.412ft Span # where maximum occurs Span# 1 Span # where maximum occurs Span# 1 Maximum Deflection Max Downward Transient Deflection 0.120 in Ratio= 698 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.168 in Ratio= 501 >=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 ---- Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M lb F'b V fv F'v DOnly 0.00 0.00 0.00 0.00 Length = 7.0 ft 0.294 0.141 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.77 300.84 1023.75 0.37 21.61 153.00 +O+L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 0.939 0.451 1.00 1.300 1.00 1.00 1.00 1.00 1.00 2.73 1,067.93 1137.50 1.30 76.70 170.00 +0-+-0.750L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 0.616 0.296 1.25 1.300 1.00 1.00 1.00 1.00 1.00 2.24 876.16 1421.88 1.06 62.93 212.50 -+-0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.099 0.048 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.46 180.50 1820.00 0.22 12.96 272.00 Overall Maximum Deflections Load Combination Span Max. • -• Defl Location in Span Load Combination Max. • +' Defl Location in Span +D+L 0.1675 3.526 0.0000 0.000 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Wood Beam ,., DESCRIPTION: FB-12 Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly -+D+L -+D-+-0.750L -+-0.600 LOnly Support 1 1.559 1.120 0.439 1.559 1.279 0.264 1.120 Project Title: Engineer: Project ID: Project Descr: Support notation : Far left is #1 Support 2 1.559 1.120 0.439 1.559 1.279 0.264 1.120 109 Printed: 13 MAR 2022, 6:53AM Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Values in KIPS Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: 110 Printed: 13 MAR 2022, 6: 57 AM File: owers. Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 1,1 DESCRIPTION: FJ-3 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Pro erties Analysis Method: Allowable Stress Design Load Combination ASCE 7-16 Fb+ Fb- 875.0 psi 875.0 psi 600.0 psi 625.0 psi 170.0 psi 425.0 psi E : Modulus of Elasticity Ebend-xx 1,300.0 ksi Fc • Prll Eminbend. xx 470.0ksi Wood Species : Douglas Fir-Larch Fe· Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Density 31.210pcf D(0.01995~ Lr(0.0798) 2x8 1 Span = 8.0 ft A lied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0150, Lr= 0.060 ksf, Tributary Width = 1.330 ft, (Deck Load) DESIGN SUMMARY Maximum Bending Stress Ratio 0.555 1 Maximum Shear Stress Ratio Section used for this span 2x8 Section used for this span fb: Actual 728.73psi fv: Actual Fb: Allowable = 1,312.50psi Fv: Allowable Load Combination +D+Lr Load Combination Location of maximum on span = 4.000ft Location of maximum on span Span# where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.119 in Ratio= 803>=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.1 49 in Ratio = 642>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M lb DOnly Length = 8.0 ft 0.154 0.061 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.16 145.75 +0-+lr 1.200 1.00 1.00 1.00 1.00 1.00 Length = 8.0 ft 0.555 0.221 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.80 728.73 +D+0.750Lr 1.200 1.00 1.00 1.00 1.00 1.00 Length= 8.0 ft 0.444 0.177 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.64 582.99 +0.600 1.200 1.00 1.00 1.00 1.00 1.00 Length = 8.0 ft 1 0.052 0.021 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 87.45 Overall Maximum Deflections Load Combination Span Max. ••• Defl Location in Span Load Combination +0-+lr 0.1493 4.029 Design OK 0.221 : 1 2x8 = 47.00 psi 212.50 psi +D+Lr = 7.416ft Span# 1 Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 945.00 0.07 9.40 153.00 0.00 0.00 0.00 0.00 1312.50 0.34 47.00 212.50 0.00 0.00 0.00 0.00 1312.50 0.27 37.60 212.50 0.00 0.00 0.00 0.00 1680.00 0.04 5.64 272.00 Max. '+' Defl Location in Span 0.0000 0.000 .. I Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Wood Beam ,., DESCRIPTION: FJ-3 Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly -+D+Lr -+D+-0.750Lr +-0.600 Lr Only Support 1 0.399 0.319 0.080 0.399 0.319 0.048 0.319 Project Title: Engineer: Project ID: Project Descr: Support notation : Far left is #1 Support 2 0.399 0.319 0.080 0.399 0.319 0.048 0.319 111 Printed: 13 MAR 2022, 6:57 AM ile: owers. Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Values in KIPS .. ., I ,,., FOOTING CALCULATIONS • REACTION LOADS FROM ROOF FRAMING RR-1 NEW 4x6 POST MSTC28(V) NEW 4x4 POST MSTC28(V) NEW 4x6 POST r I MSTC28(V) I I ~;,~, I Zlo I I I I I 2x6 R. 0 24' 0/C NEW 4x4 POST MSTC28(V) DL • 118 lbs LL• 188 lbs NEW 6x6 POST ECCLL NEW 6x6 POST ECCU. 2x RAKE FASOA DL • 231 lbs NEW x6 POST ECCLL 112 DL • 503 lbs LL • 804 lbs DL • 175 lbs LL • 280 lbs NEW 4x4 POST MSTC28(V) DL • 592 lbs LL• 947 lbs DL • 255 lbs LL• 408 lbs DL • 234 lbs LL• 374 lbs • 113 REACTION LOADS FROM 2ND FLOOR FRAMING • I I I I I I I I -· I ---------r----- 1 I I I I I I U.•~tlot -------L-------u.u•~~= I I _______ _i__ ___________ _ I I ------- -----+--------- ' I hH POST • • REACTION LOADS ON FOUNDATIONS Dl•lOOlb, l.l•♦IOb. IJl.•llUn, ll•110bl I I I I 1Jl.•1M•IM u,-110-.i u -tma.. Ol•~bJ -------L -------~u·.s:::: I AC#DtM. ntAAt'c to IIIOIM< ; :,s~::::::1:. ·:::, .... ~ 1♦"d4"•11"0 HW2 nc.-.13-14 ~ 1 U.. WAY. I I I "'· I ... ~,"°'' I ____ _j__ _______ n,~ I ·----I --------;~, I -----+--------- ' I I I r :r~,osr-{; J ~ •41Jlll$ i 1 ., ... , .. ~-l•UCb. 2 C:: -,, ;I ~ ... ,J.:~Jl "i' J Yal .,,J!..,., t~~1~:. 114 '\_MCAOfD..M. nt.W'C::fOIICM~ ,.... j: :::::: ',-.-:--....._ ..... _._ ........ -.-.--:-::t-i ~lirSP2£.JJ i! I i ~'==--=n u I ' I I :: I ii ii I :: I ! ~W~====i:::::::::::::::::::t l ""lf I I A 1,1 11 I I i I I ! I I ! I I I i l 1 i "' ( ... Servin Engineering, Inc. 2647 Gateway Road, #105-500 Carlsbad, CA 92009 FOOTING CAPACITY 760-533-6532 nickservintnlamail.com CAPACITY OF CONTINUOUS FOUNDATIONS Soil Pressure: 1,500 PSF Report By: None LEGt:NU ..::::~ _-'"{It' I IUN U NITS A Column Width Along Footing Inches Ac Projected Concrete Area Bearing on Soil Sq-Ft B Width of Footing Inches D Depth of Footing Inches L Length Along Footing L=A+2D Inches p Allowable Load on Footing Lbs I B II D II A II L II Ac Inches Inches Inches Inches Sq-Ft 12 12 3.5 27.5 2.29 12 18 3.5 39.5 3.29 12 12 5.5 29.5 2.46 15 18 5.5 41.5 4.32 18 24 3.5 51.5 6.44 18 24 5.5 53.5 6.69 18 24 7.5 55.5 6.94 18 24 9.5 57.5 7.19 115 Project Name: Powers Residence Address: JN: By: cw Date: II p I Lbs 3,438 4,938 3,688 6,484 9,656 10,031 10,406 10,781 ' • Servin Engineering, Inc. 2647 Gateway Road, #105-500 Carlsbad, CA 92009 760-533-6532 nickservin@amail.com Project Name: Powers Residence Address: FOOTING CAPACITY JN: SPREAD FOOTING CONCRETE DESIGN Code used: Footing Location CBC 2019, Sec. 1805.4 (Footings) ACI 318-14 Ground Floor By: CW Date: Transverse Bars / □h b Column Dimensions 4 in. Longitudinal Bars ---------i.----$------,1-.i Width of column or base plate t--.. -~ I bco1 = hco1 = 4 in. '----------' Length of column or base plate 1. w .,-~ Foundation Dimensions w= 2 I= 2 hftg = 12 d= 8.0 Soil Properties qallow = 1500 Load Factor= 1 qu = 1500 Material Properties f = e 2500 f = y 60 Column Load Pallow = 6 Pu= 6 CHECK PUNCHING SHEAR ft ft in. in. psf psf psi ksi kips kips Width of footing, minimum width= 1' (Sec. 1805.4.1) Length of footing Depth of footing Depth to steel centroid = d -4" Allowable soil pressure (CBC 2019, Sec. 1804) w/1/3 increase Ratio of allowable soil pressure to ultimate soil pressure Ultimate soil pressure Concrete com pressive strength, minimum 2500 psi (Sec. 1805.4.2.1) Steel yield strength Allowable column load based on foundation dimensions and q.11ow P allow = qallow W I (ACI 318-1 4, Sec. 11.12.1.2) Check: OK --------- Shear Demand Shear demand Vu computed using uniform ultimate soil pressure at a plane d/2 away from column face. V = [ w I _ (b + d)(h + d)] = II ( )( ) 144 q,, Shear Strength bo = Ve= <I>= <i>Vn = 48 77 0.75 58 Check Demand and Capacity <i>Vn;:: Vu? OK in. kips kips 5 kips Critical perimeter (ACI 318-14, Sec. 11.12.1.2) Ve= 4✓f e b0 d (ACI 318-14, Sec. 11.12.2.1) Strength reduction factor for shear (ACI 318-14, Sec. 9.3.2.3) Shear strength using concrete only (ACI 318-14, Eq. 11-2) (ACI 318-14, Eq. 11-1) 116 • ' ... Servin Engineering, Inc. Project Name: Powers Residence Address: 2647 Gateway Road , #105-500 Carlsbad, CA 92009 760-533-6532 nickservinlnlnmail.com FOOTING CAPACITY JN: CHECKS FOR BEAM ACTION Check Beam Shear Transverse Direction By: CW Date: (ACI 318-14, Sec. 11.12.1.1) Shear demand Vu at planed away from face of column. Check: OK [ 111 (b/2 + d)] V = --(l)(q ) = " 2 12 " kips d r-, -----'-1----'-1-----~ Long Direction [ / (h/2+d)] V.,=2-12 (w)(q,,)= 14 OK 14 OK kips kips kips (ACI 318-14, Eq. 11-3) (ACI 318-14, Eq. 11-1) (ACI 318-14, Eq.11-3) (ACI 318-1 4, Eq. 11-1) ! I d t ..... ····r··o··~·-··············· b I . w .I Check Beam Flexure Critical section extends across width of footing at face of column Demand determined at critical section based on Qu Transverse Direction _ ( A, f,.) (/>M,, -r/>AJ,.d 1 -0.59 --, bd f , A.,reqd = 0.03 in2 Long Direction M = [~ _ (h/2)]2 w(q.,) = " 2 12 2 A.,reqd = 0.03 in2 DETERMINE REQUIRED REBAR A.,min = 0.35 in2 Set of Valid Bar Configurations Transverse Bars No. of Bars Bar Size 3 #3 3 #4 2 #5 0.33 0.60 0.62 kip-ft Moment demand Capacity using rectangular stress block (ACI 318-11, Sec. 10.3) Solve for A..,eqd as a quadratic equation kip-ft Moment demand Solve for A..,eqd as a quadratic equation ------L------ ·····••l-----1--~--I••···· uh b Minimum steel = 0.0018 bwd (ACI 318-11, Sec. 7.12.2.1, 10.5.4) Longitudinal Bars No. of Bars Bar Size A,, [in2] 3 #3 0.33 3 #4 0.60 2 #5 0.62 117 RAM10NA L1UMBER COMPANY INC. PH: 760-789-1080 FAX: 760-789-4958 425 MAPLE STREET RAMONA, CA 92065 LEONARD@RAMONALUMBER.COM; ED@RAMONALUMBER.COM COVER SHEET TRUSS ENGINEERING JOB# 17880 NAME: POWER ADD & REMODEL My stamp and signature are for the following 27 pages in these truss calculations. 3/21/22 Nick Servin, PE a, co I[) :::: Q'. 0 0 _J lL 0 2: ('\J oil f-C/) ,- f-0:: <( 0 6 Mc~ It) 2 0 O') <( o<t:u_C/) I _J CJ) '::x'. C\I J: ;::;; o C\I (!) ~-~ 0-,....0 N J: ci:i w ~'11:f'Q'.O m co ~~ u ~~~ ONM g~ II) ON~ o-v, (Y)N ~ r::! 0 <D (Y) I ~ N N 0 N ~ en 0 ~~ ~'ii~ _,,::' ~ -~ -,:.·.: 1 Gi17?'-,.., ,f~~~ N ~ l~·1< •• r.r~~;:-.A f1t:;J /~~ !k";i :?;..\ 11~•1 '~1, i\'.,,.1 ~· --~~· ,-,. \t \ •;, v~,• .,6 J?yt ' .. • ~ J ., ., ..... • ~1/i' -!.~~¼;_i~~·\/ ""'-0.F •~\~Y ~"-"~ 14-03-08 B2 /( I\. \/ I I L 17-05--00 l/ ~ONV. , .// 1B.O. , X,1_~ ll]g / D3 'V , ~ I -,. _ _J V I/ l/ - V b :12 :Jl IIAJ 4:12 7 I I I I I I I I I I I I _ ------------ /:;~1~~·-:.~~ ;f-"-1 , , -"':,, it~ ,,/,:·· ·--~-✓r:; ~~ /'~;:, \'~1 ;;,~~! :~~;· '1'!"°'' '\ II·, ,~ r:10 •=) \\* , ••• ,we *l \_. ~/l"'j '•',,.>'I f'i \l\.\_ -~~., i /....._.,., ~..,, -~~ .~:r·-t~~~~ ~"::--:.::.::-::--- 7 I I I I _J Job 1;17880 Truss A2 Truss Type Common Qty Ply 17880 K11406166 Job Reference o tional Ramona Lumber Co., Inc., Ramona, CA -92065, Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MITek Industries, Inc. Tue Mar 15 15:32:07 ID:SB6t5IcxYvH4K4AQueuekKzafOV-RfC7PsB70Hq3NSgPqnL8w3ulTXbGKWrCDol7 J4zJC7f Page: 1 -2-0-0 7-1-12 2-0-0 7-1-12 4x6= 3 00 ~ N It) IT 0 1x4 11 3x5= 7-1-12 7-1-12 Scale= 1:34.7 Plate Offsets (X, Y): [3:0-3-0,0-2-8] Loading (psi) Spacing 2-0-0 CSI DEFL in TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.06 TCDL 17.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.23 BCLL o.o· Rep Stress Iner NO WB 0.16 Horz(CT) 0.03 BCDL 10.0 Code IBC20181TPl2014 Matrix-AS LUMBER TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD WEBS NOTES 2X4 DF No.1&Btr G 2X4 DF No.1 &Btr G 2X4 DF Stud/Std G Structural wood sheathing directly applied. Rigid ceiling directly applied. (lb/size) 2=89010-5-8, 4=89010-5-8 Max Horiz 2=33 (LC 11) Max Uplift 2=-108 (LC 12), 4=-108 (LC 12) (lb) -Maximum Compression/Maximum Tension 1-2=0148, 2-3=-1351/304, 3-4=-1351/304, 4-5=0148 2-6=-183/1221, 4-6=-18311221 3-6=01387 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II: Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E) -2-0-9 to 0-9-12, Interior (1) 0-9-12 to 7-1-12, Exterior(2R) 7-1-12 to 10-1-12, Interior (1) 10-1-12 to 16-4-1 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 108 lb uplift at joint 2 and 108 lb uplift at joint 4. 7) This truss Is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (lb/ft) Vert: 1-3=-74, 3-5=-74, 7-15=-20, 15-16=-30 (F=-10), 10-16=-20 Ai. WARNING -Vfi'ly design parameters and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE MIH473 rtv. 5119/2020 BEFORE USE. Design valid for use only with Milek® connectors. This destgn is based only upon parameters shown, and Is for an individual building compcnent, not a truss system. Before use, the building designer must vertfy the appHcabillty of design parameters and properly incorporate this design Into the overall building destgn. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bcacing tS always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the (loc) 6-12 6-12 4 fabricatk>n, storage, delivery, erection and bracing of trusses and truss systems, see ANSl/rP11 Quality Criteria, DSB·89 and BCSI Bulldlng Component Safety Information available from Truss Plato lnstllute, 2670 Crain Highway, Su1to 203 Waldorf. MD 20601 14-3-8 7-1-12 14-3-8 7-1-12 Vdefl Ud >999 240 >751 180 n/a nla 16-3-8 2-0-0 3x5= PLATES GRIP MT20 2201195 Weight: 49 lb FT= 10% March 16,2022 •• Milek· 250 Klug Circle Corona, CA 92680 5 Truss Qty Ply I Job 1.-17880 A1 I Truss Type Common Girder 1 2 1 17880 Job Reference rontional\ Ramona Lumber Co., Inc .. Ramona, CA -92065, -2-0-0 4-2-4 2-0-0 4-2-4 "? co N "' IT 0 3x5 • NAILED Scale= 1 :36.3 Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 M\Tek Industries, Inc. Tue Mar 1515:32:05 ID:dJG2PWkqyHIW9mWY1 SbDhezafOK-RfC?PsB70Hq3NSgPqnL8w3ulTXbGKWrCDoi7 J4zJC?f 12 4 r NAILED 7-1 -8 7-1-8 7-1-12 2-11-8 NAILED Special 4x5 ::::1 4 5x8= NAILED 10-1-4 14-3-8 2-11-8 4-2-4 3x5= NAILED NAILED NAILED 14-3-8 7-2-0 Plate Offsets (X, Y): [2:0-1-14,Edge], [6:0-1-14,Edge], [8:0-4-0,0-2-12] Loading (psf) Spacing 2-0-0 CSI DEFL in TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) -0.05 TCDL 17.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.20 BCLL o.o· Rep Stress Iner NO WB 0.19 Horz(CT) 0.05 BCDL 10.0 Code IBC2018/TP12014 Matrix-MS LUMBER TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD WEBS NOTES 2X4 DF No.1 &Btr G 2X4 DF No.1 &Btr G 2X4 DF Stud/Std G Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. (lb/size) Max Horiz Max Uplift 2=181910-5-8, 6=181910-5-8 2=33 (LC 7) 2=-132 (LC 8), 6=-132 (LC 8) (lb) -Maximum Compression/Maximum Tension 1-2=0148, 2-3=-41011214, 3-4=-3739/210, 4-5=-37321211, 5-6=-4098/215, 6-7=0/48 2-8=-13213875, 6-8=-133/3873 3-8=-406/35, 4-8=0/939, 5-8=-410/33 1) 2-ply truss to be connected together with 1 0d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Web connected as follows: 2x4 -1 row at 0-9-0 oc, Except member 4-8 2x4 -1 row at 0-4-0 oc. 2) All loads are considered equally applied lo all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) "This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for lhe green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 132 lb uplift at joint 2 and 132 lb uplift at joint 6. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe-nails per NDS guidlines. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 979 lb down and 194 lb up at 7-1-12, and 386 lb down and 79 lb up at 7-1-12 on top chord. The design/selection of such connection device(s) is lhe responsibility of others. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (lb/ft) Vert: 1-4=-74, 4-7=-74, 9-15~20, 15-22=-30 (F=-10), 12-22=-20 Concentrated Loads (lb) Vert: 8=-66 (B), 4=-1309 (B=-951), 16=-149 (B), 17=-37 (B), 18=-55 (B), 19=-55 (B), 20=-37 (8), 21=-149 (B) (loc) 1/defl Ud PLATES 8-14 >999 240 MT20 8-14 >842 180 6 n/a n/a Weight: 115 lb K11406165 Page: 1 16-3-8 2-0-0 7 GRIP 220/195 FT= 10% March 16,2022 .... WARNING· Verify design parameters and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll•7473 rev. 511912020 BEFORE USE. Design vaHd for use only with MITek® connectors. This des~n Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must verify the appHcability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to pre\font buckling of individual lruss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, detlvory, erection and bracing of trusses and truss systems, soe ANSI/TPl1 Quality Crfterfa, DSB·89 and SCSI Bulldfng Component Safety Information available from Truss Plato Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 •• Milek· 250 Klug Circle Corona, CA 92880 Job 1_-17880 Truss Truss Type California Girder Qty Ply 17880 K1 1406169 B3 2 Job Reference o tional Ramona Lumber Co., Inc., Ramona, CA• 92065, Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Tue Mar 1515:32:08 ID:5VqQcslSjbnNmw5kbA6SDszafOJ-RfC?Ps870Hq3NSgPqnL8w3ulTXbGKWrCDol7 J4zJC?f Page: 1 -2-0-0 4-1-1 8-0-7 11-5-1 2-0-0 4-1-1 3-11-6 3-4-10 NAILED NAILED 12 4, 4x10= 4x5" "" ~1';- M 6 "" "f "f ..:. <? <? ,:, N N IO ti 0 3x5:= 3x8• 3x6= NAILED NAILED NAILED NAILED NAILED NAILED 7-5-0 12-0-8 7-5-0 4-7-8 Scale• 1:44 Plate Offsets (X, Y): [4:0-4-8,0-0-8], [6:0-2-0,0-2-0] Loading (psi) Spacing 2-0-0 CSI DEFL in TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.09 TCDL 17.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.36 BCLL o.o· Rep Stress Iner NO WB 0.16 Horz(CT) 0.10 BCDL 10.0 Code IBC2018/TPl2014 Matrix-MS LUMBER TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD WEBS NOTES 2X4 DF No.1&Btr G 2X4 DF No.1&Btr G 2X4 DF Stud/Std G Structural wood sheathing directly applied or 5-10-1 oc purlins, except 2-0-0 oc purlins (5-9-14 max.): 4-6. Rigid ceiling directly applied or 10-0-0 oc bracing. (lb/size) Max Horiz Max Uplift 2=2361/0-5-8, 9=2370/0-5-8 2=36 (LC 7) 2=-116 (LC 8), 9=-117 (LC 8) (lb) -Maximum Compression/Maximum Tension 1-2=0/48, 2-3=-5735/197, 3-4=-5647/233, 4-5=-19/0, 4-6=-5145/245, 6-7=-14/0, 6-8=-5426/231, 8-9=-5753/201, 9-10=0/48 2-12=-115/5425, 11-12=-168/5379, 9-11=-114/5440 4-12=0/605, 4-11 ~332/30, 6-11 =0/790, 3-12=-173/229, 8-11=-327/66 1) 2-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Web connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent waler ponding. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent wilh any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 116 lb uplift at joint 2 and 117 lb uplift at joint 9. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe-nails per NDS guidlines. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 598 lb down and 166 lb up at 7-6-12, and 186 lb down and 69 lb up at 9-8-12, and 603 lb down and 167 lb up at 12-0-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (lb/ft) Vert: 1-4=-74, 4-5=-74, 4-19=-34, 19-23=-74, 6-23=-34, 6-7=-74, 6-10=-74, 13-16=-20 ,& WARNING. Vo,ffy-lgn po,ameto" and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.1511912020 BEFORE USE. Design valid ror use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not 15-4-7 19-5-8 21-5-8 3-11-6 4-1-1 2-0-0 3x6= NAILED NAILED NAILED 19-5-8 7-5-0 (loc) I/dell Ud PLATES GRIP 11-12 >999 240 MT20 220/195 12-15 >649 180 9 n/a n/a Weight: 167 lb FT= 10% Concentrated Loads (lb) Vert: 4=-522, 6=-522, 19~188 (F), 21=-186, 23=-188 (F), 24=-162 (F), 25=-73 (F), 26=-90 (F), 27=-112 (F), 28=-82 (F), 29~112 (F), 30=-90 (F), 31=-73 (F), 32=-162 (F) March 16,2022 Nil. Milek' a truss system. Bofmo use, the building des~ner must vorffy tho applicability of design parameters and properly lncorporato this design into the overall building design. Bracing indicated is to pro\lenl buckling of individual truss web and/01' chord members only. Additional temporary and permanent bracing is always required for slablllty and to prevent collapse with posaible personal Injury and property damage. For general guidance regarding tho fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlflP/1 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Corona, CA 92880 Safety Information available from Truss Plato Institute, 2670 Crain Highway, Suilo 203 Waldorf, MD 20601 Job Truss Truss Type I ~ty Ply 17880 1 1_-17880 B2 Common Job Reference (ontional\ Ramona Lumber Co., Inc., Ramona, CA -92065, Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MITek Industries, Inc. Tue Mar 1515:32:08 ID:SB615lcxYvH4K4AQueuekKzafOV-RfC7PsB70Hq3NSgPqnL8w3ulTXbGKWrCDoi7 J4zJC7f -2-0-0 5-3-4 2-0-0 5-3-4 0 3x6= Scale= 1:43 Plate Offsets (X, Y): [2:0-0-6,Edge], [6:0-0-6,Edge] Loading (psi) Spacing 2-0-0 TCLL (roof) 20.0 Plate Grip DOL 1.25 TCDL 17.0 Lumber DOL 1.25 BCLL o.o· Rep Stress Iner YES 12 4r 9-8-12 9-8-12 CSI TC BC WB 9-8-12 4-5-8 0.26 0.56 0.26 4x5= 4 3x8= DEFL Vert(LL) Vert(CT) Horz(CT) 14-2-4 4-5-8 in -0.11 -0.42 0.07 BCDL 10.0 Code IBC2018/TPl2014 Matrix-AS LUMBER TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD WEBS NOTES 2X4 DF No.1 &Btr G 2X4 DF No.1&Btr G 2X4 DF Stud/Std G Structural wood sheathing directly applied. Rigid ceiling directly applied. (lb/size) 2=106610-5-8, 6=106610-5-8 Max Horiz 2=42 (LC 11) Max Uplift 2=-118 (LC 12), 6=-118 (LC 12) (lb) -Maximum Compression/Maximum Tension 1-2=0148, 2-3=-20571347, 3-4=-15231230, 4-5=-1523/230, 5-6=-2057/347, 6-7=0/48 2-8=-251/1925, 6-8~264/1925 4-8=0/642, 5-8=-5901183, 3-8=-590/184 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25fl; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E) -2-0-9 to 0-9-12, Interior (1) 0-9-12 to 9-8-12, Exlerior(2R) 9-8-12 to 12-8-12, Interior (1) 12-8-12 to 21-6-1 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 118 lb uplift al joint 2 and 118 lb uplift at joint 6. 7) This truss is designed in acccrdance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly lo the bottom chord. LOAD CASE(S) Standard 19-5-8 5-3-4 19-5-8 9-8-12 (loc) I/dell Ud PLATES 8-14 >999 240 MT20 8-11 >557 180 6 n/a n/a Weight: 77 lb K11406168 Page: 1 21-5-8 2-0-0 3x6= GRIP 2201195 FT= 10% March 16,2022 • WARNING. Verify design paramet.,_ end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE ~m-7473 rev. 511912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component. oot e truss system. Before use, tho building designer must verify the appficability of design parameters and property incorporate this design Into the overall building design, Bracing indicalod is to prevent buckling of indlvidual truss wob and/or chord members only. Additional temporary and permanent bracing Is atways requlred for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of lrusses and truss systems, sec ANSlffPl1 Quality Critorla, DSB-89 and SCSI Building Component Safety Information availablo rrom Truss Plate Institute, 2670 Crain Highway. Suite 203 Waldorf, MO 20601 250 Klug Circle COfona, CA 92880 7 I Job Truss Truss Type Qty Ply 17880 K11406167 1_-17880 B1 California Girder 1 2 Job Reference lontional\ Ramona Lumber Co .. Inc .. Ramona, CA -92065, Run: 8.53 S Dec 6 2021 Prlnl: 8.530 S Dec 6 2021 Milek Industries, Inc. Tue Mar 1515:32:08 ID:dJG2PWkqyHIW9mWY1SbDhezafOK-RfC?PsB70Hq3NSgPqnL8w3ulTXbGKWrCDol7J4zJC?f Page: 1 -2-0-0 4-1-1 8-0-7 11-5-1 2-0-0 4-1-1 3-11-6 3-4-10 NAILED NAILED 4x10= 4x5" 12 4 r <'> 61' M ~ <'> "i "i ";-0j> Cl;' N N <'> "' AI: a 3x5= 3x8= 3x5" NAILED NAILED NAILED NAILED NAILED NAILED 7-5-0 12-0-8 7-5-0 4-7-8 Scale= 1:44 Plate Offsets (X, Y): [2:0-3-14,0-1-8], [4:0-4-8,0-0-8], [6:0-2-4,0-2-0], [9:0-3-14,0-1-8] Loading (psi) Spacing 2-0-0 CSI DEFL in TCLL (roof) 20.0 Plate Grip OOL 1.25 TC 0.40 Vert(LL) -0.09 TCDL 17.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.34 BCLL 0.0* Rep Stress Iner NO WB 0.15 Horz(CT) 0.10 BCDL 10.0 Code IBC2018/TP12014 Matrix-MS LUMBER TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD WEBS NOTES 2X4 OF No.1 &Btr G 2X4 OF No.1 &Btr G 2X4 OF Stud/Std G Structural wood sheathing directly applied or 5-11-3 oc purlins, except 2-0-0 oc purlins (5-10-8 max.): 4-6. Rigid ceiling directly applied or 10-0-0 oc bracing. (lb/size) Max Horiz Max Uplift 2=231010-5-8, 9=231910-5-8 2=36 (LC 7) 2=-154 (LC 8), 9=-156 (LC 8) (lb)-Maximum Compression/Maximum Tension 1-2=0148, 2-3=-56011308, 3-4=-55221349, 4-5=-1910, 4-6=-50341351, 6-7=-1510, 6-8=-53071342, 8-9=-5620/312, 9-10=0/48 2-12=-221/5295, 11-12=-27915264, 9-11=-22115310 4-12=01556, 4-11 =-328135, 6-11 =01734, 3-12=-1801233, 8-11 =-308/76 1) 2-ply truss lo be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Web connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply lo ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vull=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf: h=25ft; B=45ft; L=24ft; eave=4f1; Cat. II; Exp C; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 154 lb uplift at joint 2 and 156 lb uplift at joint 9. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 11) Graphical purlin representation does not depict the size or the orientation of the purlln along the top and/or bottom chord. 12) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe-nails per NOS guidlines. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 606 lb down and 179 lb up at 7-6-12, and 196 lb down and 74 lb up at 9-8-12, and 612 lb down and 179 lb up at 12-0-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead+ Roof live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (lb/ft) Vert: 1-4=-74, 4-5=-74, 4-19=-34, 19-23=-74, 6-23=-34, 6-7=-74, 6-10=-74, 13-16=-20 A, WARNING· Verify design paramet.rs and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 511912020 BEFORE USE. Design valid for use only wilh MiTek® connectors. This design is based only upon parameters shown, and is for an individual budding component. not a truss system. Before use, lhe building designer must verify the applicability of design parameters and property lncorpofate this design lnto the overall building design. Bracing indicated is to prevent buckling of individual lruss wob and/or chord mombers only. Add1tional temporary and permanent bracing is always required for stability and to prevent collapse wtth possible personal inju,y and property damage. For general guidance regarding the 15-4-7 19-5-8 21-5-8 3-11-6 4-1-1 2-0-0 3x5" NAILED NAILED NAILED 19-5-8 7-5-0 (loc) Vdefl Ud PLATES GRIP 11-12 >999 240 MT20 2201195 12-15 >689 180 9 n/a nla Weight: 167 lb FT= 10% Concentrated Loads (lb) Vert: 4=-531, 6=-531, 19=-192 (B), 21=-196, 23=-192 (B), 24=-162 (B), 25=-48 (B), 26=-66 (B), 27=-89 (B), 28=-91 (B), 29~89 (B), 30=-66 (B), 31=-48 (B), 32=-162 (B) March 16,2022 fabrication, storage, delivery, erection and bracing of trusses and truss systoms, see ANSIITPl1 Qualfty Criteria, DSB-89 and BCSI Bulfding Component 250 Klug Circle Corona, CA 92880 Safety Information available from Truss Plate lnsUtute, 2670 Crain Highway, Su1lo 203 Waldorf, MD 20601 Job Truss Qty Ply K11406170 1.-17880 C1 I Truss Type California Girder 1 2 1 17880 Job Reference lontionall Ramona Lumber Co., Inc., Ramona, CA -92065. Run: 8.53 S Dec 6 2021 Print: 8.530 S Oec 6 2021 MITek Industries, Inc. Tue Mar 15 15:32:09 ID:ah0oqBm4UuvE04gw9tdhm3zal0I-RIC?PsB70Hq3NSgPqnL8w3ulTXbGKWrCDol7 J4zJC?f Page: 1 -2-0-0 4-1-1 8-0-7 2-0-0 4-1-1 3-11-6 "' ~1;i, "' 0 "' 'f 'f .... ~ '? c:, N N "' u 0 3x6= NAILED NAILED NAILED 7-5-0 7-5-0 Scale = 1:41.5 Plate Offsets (X, Y): [2:0-0-10,Edge], [4:0-4-12,0-0-8], (9:0-0-14,Edge] Loading (psf) Spacing 2-0-0 cs, TCLL (roof) 20.0 Plate Grip DOL 1.25 TC TCDL 17.0 Lumber DOL 1.25 BC BCLL o.o· Rep Stress Iner NO WB BCDL 10.0 Code IBC2018/TPl2014 Matrix-MS I 9-4-9 I 13-3-15 1-4-2 3-11-6 NAILED NAILED 4x10= 4x5" 3x5• NAILED 0.27 0.54 0.16 NAILED 10-0-0 2-7-0 DEFL Vert(LL) Vert(CT) Horz(CT) 3x8= NAILED in (loc) -0.07 12-15 -0.33 12-15 0.08 9 17-5-0 19-5-0 4-1-1 2-0-0 3x6= NAILED NAILED 17-5-0 7-5-0 I/dell Ud PLATES GRIP >999 240 MT20 2201195 >630 180 nla nla Weight: 151 lb FT= 10% Vert: 1-4=-74, 4-5=-74, 4-19=-34, 19-20=-74, 6-20=-34, 6-7=-74, 6-10~74, 13-21=-20, 21-30=-30 (F=-10), 16-30=-20 LUMBER TOP CHORD BOT CHORD WEBS BRACING TOP CHORD 2X4 OF No.1&Btr G 2X4 OF No.1&Btr G 2X4 OF Stud/Std G 4) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft: L=24ft: eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 Concentrated Loads (lb) BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD WEBS NOTES Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-6. Rigid ceiling directly applied or 10-0-0 oc bracing. (lb/size) Max Horiz Max Uplift 2=219710-5-8, 9=220610-5-8 2=36 (LC 7) 2=-83 (LC 8), 9~86 (LC 8) (lb) -Maximum Compression/Maximum Tension 1-2=0148, 2-3=-5190199, 3-4=-49861118, 4-5=-1910, 4-6=-45341140, 6-7=-1510, 6-8=-47991122, 8-9=-52081106, 9-10=0/48 2-12=-24/4918, 11-12=-4114724, 9-11 =-26/4933 3-12=-1881146, 4-12=0/580, 4-11=-356118, 6-11=0/811. 8-11=-445/17 1) 2-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Web connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 83 lb uplift at joint 2 and 86 lb uplift at joint 9. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 11) Graphical purl in representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) "NAILED" indicates 3-1 0d (0.148"x3") or 3-12d (0.148"x3.25") toe-nails per NOS guidlines. 13) Hanger(s) or other connection devlce(s) shall be provided sufficient to support concentrated load(s) 542 lb down and 96 lb up at 7-6-12, and 545 lb down and 94 lb up at 10-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (lb/ft) A WARNING• Verify dtHtgn perameter1 end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE ~m.74173 rev. 5/19(2020 BEFORE USE. Design vaUd for use only with MiTek® connectors, This design is based only upon parameters shown, and is ror an individual building component, not a truss system. Before use, the buildlng designer must verify the applicability of design parameters and propor1y Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stabllity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdcaUon. storage, delivery, erection and bracing of trusses and truss systems, seo ANSIITP/1 Quality Criteria, DSB-89 and BCSI Bulfding Componont Safety Information available rrom Truss Plate lnstitule, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Vert: 4=-505, 6=-505, 19=-188 (B), 20=-188 (B), 22=-162 (B), 23=-73 (B), 24=-90 (B), 25=-112 (B), 26=-112 (B), 27~90 (B), 28=-73 (B), 29=-162 (B) March 16,2022 1111· Milek· 250 Klug Circle Corona. CA 92880 Job 1_-17880 Truss D3 Ramona Lumber Co., Inc., Ramona, CA-92065, 4-1-1 4-1-1 ~ J, "' 0 "' 9 9 ,;, '? '? " "' "' "' :a: 0 4x6= Truss Type California 10-0-7 5-11-6 Qty Ply 17880 Job Reference o tional Run: 8.53 E Dec 6 2021 Print: 8.530 E Dec 6 2021 MiTek Industries, Inc. Tue Mar 15 20:34:07 ID:2tyA 1XnJFC 150EF6jb8wJHzafOH-pUw6C3LvLm 1 Yth3AmA3R_JknNLChSvXtm3t3xzaYdE 4x6= 4 5x8= 13-5-1 3-4-10 5-0-10 1x4u 1x4u 19-4-7 23-5-8 5-11-6 4-1-1 4x5= 6 3x8= K11406174 Page: 1 25-5-8 2-0-0 4x5= 9-0-11 14-4-13 23-5-8 9-0-11 5-4-2 Scale= 1 :46.9 Plate Offsets (X, Y): 11:0-1-10,Edge], 13:0-2-0,0-2-0], 15:0-1-12,0-2-0], 110:0-3-0,0-1-8], 111:0-2-0,2-6-13], (11:0-4-0,0-3-4] Loading TCLL {roof) TCDL BCLL BCDL LUMBER TOP CHORD BOT CHORD WEBS OTHERS BRACING TOP CHORD BOT CHORD REACTIONS (psf) 20.0 17.0 o.o· 10.0 2X4 OF No.1&Btr G 2X4 OF No.1&Btr G 2X4 OF Stud/Std G 2X6 OF SS G Spacing Plate Grip DOL Lumber DOL Rep Stress Iner Code Structural wood sheathing directly applied, except 2-0-0 oc purlins (3-2-4 max.): 3-5. Rigid celling directly applied. (lb/size) 1=1401/0-3-8, 8=1586/0-3-8 Max Horiz 1 =-46 (LC 10) 2-0-0 CSI DEFL in 1.25 TC 0.70 Vert{LL) -0.26 1.25 BC 0.66 Vert{CT) -0.72 NO WB 0.27 Horz{CT) 0.15 IBC2018/TPl2014 Matrix-AS 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf: BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS {directional) and C-C Exterior{2E) 0-0-0 to 3-0-0, Interior (1) 3-0-0 to 10-0-7, Exterior(2R) 9-0-11 to 12-0-11, Interior ( 1) 12-0-11 to 14-4-13, Exterior(2R) 13-5-1 to 16-5-1, Interior ( 1) 16-5-1 to 25-6-1 zone; cantilever left and right exposed : end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 .60 3) Provide adequate drainage to prevent water ponding. 9-0-11 (loc) 1/defl Ud PLATES GRIP 10-17 >999 240 MT20 220/195 10-17 >392 180 8 n/a n/a Weight: 103 lb FT= 10% 11) Hanger(s) or other connection device(s) shall be provided sufficient lo support concentrated load(s) 229 lb down and 199 lb up at 10-0-7, and 376 lb down and 250 lb up at 13-5-1 on top chord, and 75 lb down and 17 lb up at 11-8-12 on bottom chord. The design/ selection of such connection device{s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE{S) Standard 1) Dead + Roof Live {balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (lb/ft) 9 FORCES TOP CHORD Max Uplift 1=-175 (LC 12), 8=-250 (LC 12) {lb)• Max. Comp./Max. Ten. • All forces 250 {lb) or less except when shown. 1-18=-3718/771, 2-18=-3674/781, 2-19=-3265/672, 3-19=-3167/684, 5-20=-3164/707, 7-20=-3262/694, 7-8=-3706/767, 3-22=-3066/718, 22-23=-3066/718, 23-24=-3066/718, 24-25=-3066/718, 25-26=-3066/718, 26-27=-3066/718, 5-27=-3066/718 1-11=-705/3505, 11·21=-572/3066, 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. Vert: 1-3=-74, 3-4=-74, 5-6=-74, 5-9=-74, 12-15=-20, 3-22=-34, 22-27=-74, 5-27=-34 BOT CHORD WEBS NOTES 10-21 =-572/3066, 8-10=-665/3490 3-11=0/400, 2-11=-531/139, 7-1 0=-527/96, 5-10=0/369 1) Unbalanced roof live loads have been considered for this design. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 175 lb uplift at joint 1 and 250 lb uplift at joint 8. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. A. WARNING -Verify dnlgn parameter, and READ NOTES ON THIS ANO INCLUOEO MITEK REFERENCE PAGE Mll-7473 rev. 5119/2020 BEFORE use. Design valid for use only wilh MITek® connectors. This design is based only upon parameters shown, and is for an indivtdual building component, not a truss system. Before use, the building des~ner must verify the applicability of design parameters and properly Incorporate this destgn fnto the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stabHity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Concentrated Loads (lb) Vert: 4=-171 (F), 6=-318 {F), 21=-75 (F) March 16,2022 •• Milek' fabrication, storage, delivery, erection and bracing of lrusses and ttuss systems, seo ANSIITP/1 Quaflty CrltcrliJ, DSB-89 and SCSI Building Component 250 Klug Circle Corona, CA 92880 Safety Information available from Truss Pklte Institute. 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Job Truss I Truss Type Qty Ply 17660 K11406175 1_-17880 D4 California Girder 1 2 Job Reference lontional\ Ramona Lumber Co., Inc,, Ramona, CA• 92065, Run: 8 53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Tue Mar 15 15:32:11 1D:W4WYFtoLOWAydOqJGlf9rUzafOG-RIC?Ps070Hq3NSgPqnL8w3ulTXbGKWrCOol7 J4zJC?f Pago: 1 4-1-1 8-0-7 11-8-12 15-5-1 19-4-7 23-5-8 25-5-8 4-1-1 3-11-6 3-6-5 3-8-5 3-11-6 4-1-1 2-0-0 NAILED NAILED 4x6" 4x6., 3x82 (>') 6~'7 M 6 (>') ,; ,; (I() a:, ,._ NN cJ, "' AI 6 3x8= 5x6= 3xBa 4x6= 4x6a NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 7-5-0 11-6-12 16-0-8 7-5-0 4-3-12 4-3-12 Scale= 1:47 Plate Offsets (X. Y): [1 :0-1-10,Edge], [3:0-2-8,0-2-0], [6:0-2-8,0-2-0], [9:0-1-10,Edge], [12:0-3-0,0-3-4] Loading (psf) Spacing 2-0-0 CSI DEFL in TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.14 TCDL 17.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.53 BCLL o.o· Rep Stress Iner NO WB 0.25 Horz(CT) 0.15 BCDL 10.0 Code IBC2016fTP12014 Matrix-MS LUMBER TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD WEBS NOTES 2X4 OF No.1&Btr G 2X4 OF No.1&8tr G 2X4 OF Stud/Std G Structural wood sheathing directly applied or 5-4-6 oc purlins. except 2-0-0 oc purlins (5-7-7 max.): 3-6. Rigid ceiling directly applied or 10-0-0 oc bracing. (lb/size) Max Horiz Max Uplift 1 =2473/0-3-6, 9=2636/0-3-6 1=-39 (LC 6) 1 =-34 (LC 8), 9=-89 (LC 8) (lb) -Maximum Compression/Maximum Tension 1-2=-6671/203, 2-3=-6322/196, 3-4=-15/0, 3-5=-5990/21 o. 5-6=-5924/156, 6-7=-15/0, 6-8=-6250/138, 8-9=-6568/116, 9-10=0/48 1-13=-123/6313, 11-13=-207/7222, 9-11 =-35/6209 2-13=-358/116, 3-13=0/1204, 5-13=-1474/120, 5-12=0/316. 5-11=-1541/173, 6-11=0/1254, 8-11 =-318/70 1) 2-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Web connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply lo ply connections have been provided to distribute only loads noted as (F) or (B). unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 lb uplift at joint 1 and 89 lb uplift at joint 9. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSlfTPI 1. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe-nails per NOS guidlines. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 439 lb down and 105 lb up at 7-5-0, 196 lb down and 80 lb up at 10-0-12, 250 lb down and 92 lb up at 11-8-12, and 196 lb down and 80 lb up at 13-4-12, and 359 lb down and 90 lb up at 16-0-8 on top chord. The design/ selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (lb/ft) .A, WARNING -Vlrify design parameters end READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 r~. 511912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component. not a truss system. Before use, the bufldlng designer must verify the applicabUity of design parameters and properly Incorporate this design Into tho overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord memb&rs only. Additional temporary and permanent bracing Is alWays required for stability and to prevent coUapse with posslbte personal Injury and property damago. For general guidance regarding the (loc) 12 12-13 9 23-5-6 7-5-0 1/defl Ud PLATES GRIP >999 240 MT20 220/195 >532 180 n/a n/a Weight: 200 lb FT= 10% Vert: 1-3=-74, 3-4=-74, 3-20=-34, 20-25=-74, 6-25=-34, 6-7=-74, 6-10=-74, 14-17=-20 Concentrated Loads (lb) Vert: 3=-358, 6=-278, 12~91 (F), 5~2so. 20=-192 (F), 21=-196, 24=-196, 25~192 (F). 26=-162 (F). 27=-48 (F). 28=-66 (F). 29=-89 (F). 30=-91 (F), 31=-91 (F), 32=-89 (F), 33=-90 (F). 34=-73 (F). 35=-162 (F) March 16,2022 Nil • Milek· fabrication, stOfago, delivery, erection and bracing of trusses and truss systems, soe ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Corona, CA 92880 Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Job I Truss Truss Type 1_-17880 02 California Ramona Lumber Co., Inc., Ramona, CA -92065, 4-1-1 10-0-7 4-1-1 5-11-6 a, ,;, ci, 0 M 9 9 "? " '? M '? M lO ti 0 4x6= Qty Ply 17880 1 1 Job Reference lontional\ Run: 8.53 E Dec 6 2021 Print: 8.530 E Dec 6 2021 MITek Industries, Inc. Tue Mar 15 20:33:35 ID:2tyA1XnjFC150EF6jb8wJHzafOH-IK_?U7yquw_51mc0uSUxh2PlubQYBz_pWnJBwnzaYdk 4x6-c=- 4 5x8• 13-5-1 3-4-10 5-0-10 1x4 u 1x411 19-4-7 23-5-8 5-11-6 4-1-1 4x6s, 6 3x8= K11406173 Page: 1 25-5-8 2-0-0 4x6= 9-0-11 14-4-13 23-5-8 9-0-11 5-4-2 9-0-11 Scale = 1 :46.9 Plate Offsets (X, Y): [1 :0-1-10,Edge], [3:0-2-4,0-2-0), [5:0-2-4,0-2-0], [8:0-1-10,Edge], [10:0-3-0,0-1-8), (11:0-2-0,2-6-13), [11:0-4-0,0-3-0) Loading TCLL (roof) TCDL BCLL BCDL LUMBER TOP CHORD BOT CHORD WEBS OTHERS BRACING TOP CHORD BOT CHORD REACTIONS (psf) 20.0 17.0 o.o· 10.0 2X4 DF No.1&Blr G 2X4 DF No.1 &Bir G 2X4 DF Stud/Std G 2X6 DF SS G Spacing Plate Grip DOL Lumber DOL Rep Stress Iner Code Structural wood sheathing directly applied, except 2-0-0 oc purlins (2-11-10 max.): 3-5. Rigid ceiling directly applied. (lb/size) 1 =1484/0-3-8, 8=1649/0-3-8 Max Horiz 1=-46 (LC 10) 2-0-0 CSI DEFL in 1.25 TC 0.75 Vert(LL) -0.23 1.25 BC 0.67 Vert(CT) -0.66 NO WB 0.27 Horz(CT) 0.16 IBC2018/TPl2014 Matrix-AS 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf: BCDL=6.0psf; h=25ft; 8=4511; L=24fl; eave=4fl; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E) 0-0-0 lo 3-0-0, Interior (1) 3-0-0 to 10-0-7, Exterior(2R) 9-0-11 to 12-0-11, Interior (1) 12-0-11 to 14-4-13, Exterior(2R) 13-5-1 to 16-5-1, Interior (1) 16-5-1 to 25-6-1 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 .60 3) Provide adequate drainage to prevent water ponding. (loc) I/defl Ud PLATES GRIP 11-14 >999 240 MT20 220/195 11-14 >427 180 8 n/a n/a Weight: 103 lb FT= 10% 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 376 lb down and 202 lb up at 10-0-7, and 376 lb down and 250 lb up at 13-5-1 on top chord, and 75 lb down and 17 lb up at 11-8-12 on bottom chord. The design/ selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (BJ. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase= 1.25, Plate lncrease=1.25 Uniform Loads (lb/fl) 9 FORCES TOP CHORD Max Uplift 1=-185 (LC 12), 8=-258 (LC 12) (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 1-18=-3963/765, 2-18=-3919/776, 2-19=-3510/671, 3-19=-34121683, 5-20=-3403/701, 7-20=-3501/688, 7-8=-3889/763, 3-22=-3300/712, 22-23=-3300/712, 23-24=-3300/712, 24-25=-3300/712, 25-26=-3300/712, 26-27=-3300/712, 5-27=-3300/712 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. Vert: 1-3~74, 3-4~74, 5-6=-74, 5-9=-74, 12-15=-20, 3-22=-34, 22-27=-74, 5-27=-34 BOT CHORD WEBS NOTES 1-11 =-700/3740, 11-21=-566/33D0, 10-21 =-566/3300, 8-10=-661/3650 3-11 =0/385, 5-10=0/376, 2-11=-5321139, 7-10=-451/98 1) Unbalanced , this design. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss lo bearing plate capable of withstanding 185 lb uplift at joint 1 and 258 lb uplift at joint 8. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSlfTPI 1. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. £WARNING. Vtrlty detlgn parameters and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7413 rev. 511912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component. not a truss system. Before use, the building designer must verify tho applicability of design parameters and properly incorporate this design Into !he overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to provonl collapse with possible personal injury and proper1y damage. For general guidance regarding the Concentrated Loads (lb) Vert: 4=-318 (8), 6=-318 (BJ, 21=-75 (F) March 16,2022 •• Milek· fabrication. stOfago, delivery, erection and bracing of trusses and truss systems. see ANSlfl°Pl1 Qualfty Crftorfa, DSB-89 and BCSI Building Component 250 Klug Cirde Corona, CA 92880 Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suile 203 Waldorf, MD 20601 Job 1_-17880 Truss Type Common 1 17880 Job Reference tontionall K11406171 Ramona Lumber Co., Inc., Ramona, CA -92065, Run: 8.53 E Dec 6 2021 Print: 8.530 E Dec 6 2021 MiTek Industries, Inc. Tue Mar 15 20:32:31 ID:wNgGJ5dZJCPxyEldSMPIHXzafOU-8pYRrvA3ByoJkn8XalphYrDGLOG4SV3FZA3E82zaYcl Page: 1 4-11-10 9-1-0 10-1-11-8-12 13-4-4 14-4-18-5-14 4-11-10 4-1-6 1-0-4 1-7-8 1-7-8 1-0-4 4-1-6 0 0 .; Scale = 1 :48.1 4x5= 9-1-0 9-1-0 5-0-0 2.5x5= 3x5= 1X411 5 22 5x8= 1x4 n 1x411 14-4-8 5-3-8 2.5x5 = 6 1x411 3x8= Plate Offsets (X, Y}: [1 :0-1-14,Edge], [5:0-2-8,Edge], [11 :0-3-0,0-1-8], [12:0-2-0,2-6-8], [12:0-3-8,0-3-0] Loading (psi) Spacing 2-0-0 CSI DEFL in TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.20 TCDL 17.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.58 BCLL o.o· Rep Stress Iner NO WB 0,58 Horz(CT) 0.11 BCDL 10.0 Code IBC2018/TP12014 Matrix-AS LUMBER TOP CHORD BOT CHORD WEBS OTHERS BRACING TOP CHORD BOT CHORD REACTIONS 2X4 DF No.1&Btr G 2X4 DF No.1&Btr G 2X4 DF Stud/Std G 2X6 DF SS G Structural wood sheathing directly applied. Rigid ceiling directly applied. (lb/size) 1 =113310-3-8, 9=1298/0-3-8 Max Horiz 1 =-52 (LC 1 O) Max Uplift 1=-62 (LC 12), 9~134 (LC 12) FORCES (lb}-Max. Comp./Max. Ten. -All forces 250 (lb} or less except when shown. TOP CHORD 1-19=-28751454, 2-19=-28331468, 2-20=-22921354, 3-20=-21991356, 3-4=-2050/360, 6-7=-20531355, 7-21=-21821345, 8-21=-22761344, 8-9=-28121443 BOT CHORD 1-12=-37212711, 12-22=-217/2097, 11-22=-21712097, 9-11=-35512643 WEBS 3-12=01457, 7-11=01447, 2-12=-7421173, 8-11=-6841147, 4-6=-2136/336 NOTES 1} Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vul1=110mph (3-second gust} Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; 6=4511; L=24ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional} and C-C Exterior(2E} 0-0-0 to 3-0-0, Interior (1) 3-0-0 to 11-8-12, Exterior(2R} 11-8-12 to 14-8-12, Interior (1) 14-8-12 to 25-6-1 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4} • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others} of truss to bearing plate capable of withstanding 62 lb uplift at joint 1 and 134 lb uplift at joint 9. 7) This truss is designed in acoordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. 9) Hanger(s} or other connection device(s} shall be provided sufficient to support concentrated load(s} 75 lb down and 17 lb up at 11-8-12 on bottom chord. The design/selection of such connection device(s} is the responsibility of others. 10) In the LOAD CASE(S} section, loads applied to the face of the truss are noted as front (F} or back (B). LOAD CASE(S} Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (lb/ft} Vert: 1-5=-74, 5-10=-74, 13-16=-20 Concentrated Loads (lb} Vert: 22=-75 (F) ,A WARNING. Verify detlgn P9remeters and REAO NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based onty upon parameters shown, and is for an individual building component, not a truss system. Before use, the bulldlng designer must verify the applicability of destgn parameters and properly lnoorpofale this design Into tho overall building design. Bracing indicated is 10 prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damago. For general guidance regarding the (loc} 12-15 12-15 9 fabrication, stOfage, delivery, erection and bracing of trusses and truss systems, see ANSllrP/1 Quality Crltorlil, DSB~89 ;md SCSI Bulldfng Component Safety Information availablo from Truss Plate lnslilule, 2670 Crain Highway, Suito 203 Waldorf, MO 20601 23-5-8 9-1-0 I/dell Ud >999 240 >489 180 nla n/a 23-5-8 25-5-8 4-11-10 2-0-0 4x5-= PLATES GRIP MT20 2201195 Weight: 104 lb FT= 10% March 16,2022 Mil. Milek· 250 Klug Cirde Corona, CA 92880 Job Truss Truss Type Qty Ply 17880 K11406172 1-17880 D1 California Girder 1 2 Job Reference lontional\ Ramona Lumber Co., Inc., Ramona, CA -92065, Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MITek Industries, Inc. Tue Mar 1515:32:10 ID:ah0oqBm4UuvE04gw9tdhm3zal01-RfC?PsB70Hq3NSgPqnL8w3ulTXbGKWrCDol7 J4zJC?f Page: 1 -2-0-0 4-1-1 8-0-7 11-8-12 15-5-1 19-4-7 23-5-8 25-5-8 2-0-0 4-1-1 3-11-6 3-8-5 3-8-5 3-11-6 4-1-1 2-0-0 NAILED NAILED 4x5-:;. 4x5.- "' ~1 :l.1: f';-NN "' IO u c', 3x8= Sx6= 3x8= 3x6= 3x6= NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 7-5-0 11-8-12 16-0-8 7-5-0 4-3-12 4-3-12 Scale = 1 :50.1 Plate Offsets (X, Y): [4:0-2-4,0-1-12], [7:0-2-4,0-1-12), (13:0-3-0,0-3-4] Loading (psf) Spacing 2-0-0 CSI DEFL in TCLL (roof) 20.0 Plate Grip OOL 1.25 TC 0.28 Vert(LL) -0.13 TCDL 17.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.51 BCLL o.o· Rep Stress Iner NO WB 0.24 Horz(CT) 0.14 BCDL 10.0 Code IBC2018/TPl2014 Matrix-MS LUMBER TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD WEBS NOTES 2X4 OF No.1 &Btr G 2X4 OF No.1&Btr G 2X4 OF Stud/Std G Structural wood sheathing direclly applied or 5-6-10 oc purlins, except 2-0-0 oc purlins (5-9-0 max.): 4-7. Rigid ceiling direclly applied or 10-0-0 oc bracing. (lb/size) Max Horiz Max Uplift 2=2566/0-3-8, 10=2566/0-3-8 2=-36 (LC 6) 2=-89 (LC 8), 10=-89 (LC 8) (lb) -Maximum Compression/Maximum Tension 1-2=0/48, 2-3=-637 4/109, 3-4=-6067/125, 4-5=-15/0, 4-6=-5751/144, 6-7=-5751/144, 7-8=-15/0, 7-9=-6067/125, 9-10=-6374/109, 10-11=0/48 2-14=-32/6023, 12-14=-182/7019, 10-12=-29/6023 3-14=-304/81, 4-14=0/1191, 6-14=-1507/143, 6-13=0/327, 6-12=-1507/143, 7-12=0/1191, 9-12=-304/81 1 J 2-ply lruss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Web connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCOL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage lo prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This lruss has been designed for a live load of 20.0psf on the boltom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connecllon (by others) of truss to bearing plate capable of withstanding 89 lb uplift at joint 2 and 89 lb uplift at joint 10, 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Graphical purlin representation does not depict the size or lhe orientation of the purlin along the top and/or bottom chord. 12) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") loe-nails per NOS guidlines. 13) Hanger(s) or other conneclion device(s) shall be provided sufficienl to support concentrated load(s) 359 lb down and 90 lb up at 7-5-0, 196 lb down and 80 lb up at 10-0-12, 250 lb down and 92 lb up at 11-8-12, and 196 lb down and 80 lb up at 13-4-12, and 359 lb down and 90 lb up at 16-0-8 on top chord. The design/ selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard ... WARNING-Verify dfflgn peretn11ters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE W-ll-7473 tev. 5/19/2020 BEFORE USE. Design valid for use only with Milek® connectors. This design is based only upon parameters shown, and is for an individual building component, no! a truss system. Before use, the bulkflng designer must verlfy the appllcabmty of design parameters and properly incorporate this design Into the overall building design, Bracing indicated is 10 prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is atways required for stability and to prevent collapse with possible personal Injury and property damage. For genera( guidance regarding the 1) 23-5-8 7-5-0 (loc) 1/defl Ud PLATES GRIP 13 >999 240 MT20 220/195 13 >548 180 10 n/a n/a Weight: 206 lb FT= 10% Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (lb/ft) Vert: 1-4~74, 4-5~74, 4-21=-34, 21-26=-74, 7-26=-34, 7-8=-74, 7-11=-74, 15-18=-20 Concentrated Loads (lb) Vert: 4=-278, 7=-278, 13=-91 (B), 6=-250, 21=-192 (B), 22=-196, 25=-196, 26=-192 (B), 27=-162 (6), 28=-48 (B), 29=-66 (B), 30~89 (B), 31=-91 (B), 32=-91 (B), 33=-89 (B), 34=-66 (B), 35=-48 (B), 36=-162(6) ~~ //~'/_'~\_t:,_:i_1_0.VJ7 , 1..f~, 1-5 s .f'1,: '\~ I(.;-;;"' • ¢'\f-, r;~_,, \~~ /:.'-~! ;;:··:1 {; i k 5J,:,Jti /.;}' ~>. ,~, (; t '·~-(LV.~}-i~~~~} ~.JJ,=,~/ March 16,2022 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP/1 Quality Crfteria, DSB-89 and SCSI Bulldlng Component 250 Klug Cirde Corona, CA 92880 Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 ) ) ) [ SUPPORT OF B.C. OF STANDARD OPEN END I JACK. U.$1NG PRESSURE BLOCKS ® Loading (PSF): BCDL 10.0 PSF MAX / 1"'- / :',_ / MIi/SAC -7 I 3/30/2004 PAGE 1 MITek Industries, Inc. Western Division CAI. HIP" SUB GIRDER CAI.HIP- GIROER -.:. -~ /',I / / ,._ -~ ·, :',_ '"' ,...._ } / 6( / PARTIAL FRAMING PLAN OF CALIFORNIA HIP SET WITH SUB GIRDER I'\. ~ ~ \ 2-{. 131 "X3.0" MIN) NAILS (typ) / \__ BOTTOM CHORD OF OPEN END JACK ,L 2x4 block between jacks, nailed to carrier BC w/ 6-(.131"X3.0" MIN) NAILS @3" o.c. A ..,AllJUI/G, V•rl/y dul!1•P.,..,,....,. CZl\d A&D IKJn.:r 0111111.S AllD JHCWD£0 tlTT.C/C /IETUZHC£ ,,.Gr; i,at,747'3 BUORII USE, D<Hlon YOSd lor vse ~ wQh M.1111< connoclor,. 1h11 clCslgfl k bmGd on!I' upon p0romtl•• "'°"'"' and b loron lndMduol buldalg c°""""""I. ,O.ppfcoblly of dedg,, po,omenlOIJ ond ptope< inco<porallon of """l'()Mnl k r..spon-ly of bulldlng dellgner • noi IM• dcslgne<. lkoc:ing "'°"'" ~ lot lof8"'1wooorl ol lndMd\.olweb merrben on,V. lldcillonol l"""'°'a,y broclng lo tn,,n slobllly dumo conslrY<;lion -lhe rtsl)On>lbllly ol II"' 0<odc:c, Addiloool pem,o<\ .. I b,od,o ol lhe ovttol slNClur11 k Iha re1ponJlbllly ol lho buildlr,o de,ignet. for g"""'ol guidonce rooo,dlr,g lobricollon, QUOC1yconltol 1loroge, driv«v, orc:clon end brocll>g, c:oruul AllSVll'II Q,Jol/ly C,fic,io, Ost-et and ICSll tutdlnll Cornpon•nl Sol•lv lnlormallo<I CJYOlloblt lo>mlrvw Plol• INlllule, 5830'0nolrio Oitve, t,Aodlocn. W153719, /23/2020 . JANUARY 6, 2017 Standard Gable End Detail MI I-GE110-001 MiTek USA, Inc. Page 1 of 2 Typical _x4 L-Brace Nailed To [VJ[][]® == == 2x_ Verticals W/1 Od Nails spaced 6" o.c. Vertical Stud WUJ□ MiTek USA, Inc. ~ A MITek Attmate * DIAGONAL BRACE 4'·0' 0.C. MAX ~~7~ SECTION B-B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. Varies to Common Truss (2) • 10d Nails into 2x6 SECTION A-A 2x6 Stud or ~ 2x4 No.2 of bener \ ~ Typical Horizontal Brace 2x4 Stud Nailed To 2x Verticals w/(4)-10d Nalls SEE INDIVIDUAL MITEK ENGINEERING DRAWINGS FOR DESIGN CRITERIA PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2)-10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) -1 Od NAILS. A * -Diagonal Bracing Refer to Section A-A NOTE: ** -L-Bracing Refer to Section B-B 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6" O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0" O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH (4) 10d NAILS THROUGH 2x4. (REFER TO SECTION A-A) 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10. NAILS DESIGNATED 10d ARE (0.131" X 3") AND NAILS DESIGNATED 16d ARE (0.131" X 3.5") Minimum Stud Without 1x4 Stud Size Spacing Brace L-Brace 2x4 DIAGONAL L-Brace BRACE Species Maximum Stud Length and Grade 2x4 DF/SPF Sid/Stud 12" O.C. 4-6-3 5-0-7 7-1-7 9-0-5 2x4 DF/SPF Std/Stud 16"0.C. 4-1-3 4-4-5 6-2-0 8-2-7 2x4 DFISPF Sid/Stud 24"0.C. 3-5-8 3-6-11 5-0-7 6-10-15 * Diagonal braces over 6'-3" require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of web with 10d nails 8" o.c., with 3" minimum end distance. Brace must cover 90% of diagonal length. MAX MEAN ROOF HEIGHT= 30 FEET CATEGORY II BUILDING EXPOSURE B or C 2 DIAGONAL BRACES AT 1/3 POINTS 13-6-8 12-3-10 10-4-7 (4) -8d (0.131" X 2.5") NAILS MINIMUM, PL YWOO SHEATHING TO 2x4 STD OF/SPF BLOCK s@ 24" o.c. / ~DIAGONAL BRACE SPACED 48" O.C. / ATTACHED TO VERTICAL WITH (4)-16d NAILS AND ATTACHED TO BLOCKING WITH (5) -10d NAILS. ~--HORIZONTAL BRACE &:!=== (SEE SECTION A-A) /23/2020 ASCE 7-98, ASCE 7-02, ASCE 7-05 110 MPH ASCE 7-10 140 MPH DURATION OF LOAD INCREASE : 1.60 STUD DESIGN IS BASED ON COMPONENTS AND CLADDING.I CONNECTION OF BRACING IS BASED ON MWFRS. I AUGUST 1, 2016 REPLACE A MISSING STU D ON A GABLE TRUSS MII-REP15 [VJ[][]® MiTek USA, Inc. Page 1 of 1 == == WO□ MiTek USA, Inc. ~ A MITek Alflllate 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPL YING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 4. WHEN NAILING SCABS OR GUSSETS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. REPLACE MISSING WEB W ITH A NEW MEMBER OF THE SAME SIZE, GRADE, AND SPECIES A THE ORIGINAL (CUT TO FIT TIGHT) ATTACH 8" X 12" X 7/16" O.S.B. OR PLYWOOD (APA RATED SHEATHING 24/16 EXPOSURE 1) (MIN) TO THE INSIDE FACE OF TRUSS WITH FIVE 6d (0.113" X 2") NAILS INTO EACH MEMBER (TOTAL 10 NAILS PER GUSSET) THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED WITH {MIN) 7/16" 0.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. TRUSS CR ITERIA LOADING: 40-10-0-10 (MAX) LOAD DURATION FACTOR : 1.15 SPACING : 24" O.C. (MAX) TOP CHORD : 2X 4 OR 2X 6 (NO 2 MIN) PITCH: 3/12 -12/12 BEARING : CONTINUOUS STUD SPACING :24" 0.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES 24" MAX COMMON /23/2020 DETAIL FOR COMMON AND END JACKS MII/COR -8 -20psf 7/9/2015 PAGE1 --® MAX LOADING (psi) ~ACING ates Increase 2-0-0 BRACING MITek Industries, Inc. 1.25 TCLL 20.0 Corona Ca. TCOL 16.0 ~umber Increase 1.25 TOP CHORD Sheathed. BCLL 0.0 ep Stress Iner YES BOT CHORD Rigid ceiling directly applied. BCOL 10.0 NII MINIMUM LUMBER SIZE AND GRADE TOP CHORD BOT CHORD -2-0-0 NOTE: TOP CHORD PITCH: 3/12~8/12 BOTTOM CHORD PITCH: 0/12~4/12 2 x 4 DF-L No.1&BTR LENGTH OF EXTENSION 2 x 4 DF-L No.1 &BTR AS DESIGN REQ 'O 20'-0" SPLICE CAN EITHER BE 3X.6 MT20 PLATES OR 22• LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE W/ (.131"X3.0" MIN) NAILS 3" O.C. 2 ROWS 8-0-0 MAX PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. ~" / SUPPORT ANO CONNECT(oN BY OTHERS OR 2·16d COMMON WIRE (0.162'O1A. X 3.5j LGT TOE NAILS SUPPORTS SHALL BE PROVlOEO @ 4'•0' O.C. ALONG THE EXTENSION OF TOP CHORD. 2-0-0 2-0-0 EXT, 2-0-0 4-0-0 I CONN. W/3 16d COMMON WIRE (0.162"O1A. X 3.5" LGT) TOE NAILS CONN. Vl/12 16d COMMON WIRE (0. 1LGT) TOE NAR.S 8-0-0 8-0-0 6-0-0 EXT, 2-0-0 :'.::. r.::, -----:::::--:: / ----------J :::::_:::::::::::::--:::J.-----~--.,. "' "'"""" ,.., •-"'"' , ,... ,.,. roe """ BOTTOM CHORD LENGTH MAY BE 2'·0" OR A BEARING BLOCK CONN. W/2 16d COMMON WlRE(0.162"01A. X 3.5") LGT TOE NAILS OR SEE DETAIL MIIISAC-7 FOR PRESSUREBLOCKING INFO. 8-0-0 NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. A WAR NINO Vujfg ,te,rlgn [>(Jmmot<'• and R£JUI NOT/!B ON THIS AHDJ1'/Cl,UDIW MITBIC MFBRBNr.l& rAtlB NJJ-7473 B&IOltl': USS. 00"9n void for UlO only wtth M,lelt COMeCIOts. This design Is bo1ed OIIIV upon poromolM ,hown, ond k for on lndlvfduol bu!lcf,ng componanl, -'pplic:obilily of design Po!omenters and p,oper incorporollon ol compononl k rasponslb1ty ol tddlng do,lgner• nol truss designer. 1lrocinO ,hown It for lolorol suppor1 of in<:tMctJot web memb&n only. Add!Honol lempaory bracing lo lru..-a slollaty during construcllon Is Iha respomlbjllly ol Iha ....cIor. ~dlllonol permonenl broclng ol lho overoll m,clure Is Iha re,pomlt,;llly ol lho bui1dino detlgnet. For o•nerol ouldonce regarding lobricolion. quality conlrol, storage. deliYe,y, erection ond btocing, consul! ANSI/TPII Qvallty Crtlorla. DSl•at and ICSII llulldlno Component Solely In1ormo1.., ovo,1oble from Trvss Plolo lmlitulft. 583 O'Onofrio 0,fvo, Madison. WI 53719. CORNER RAFTER 8'-0" SETBACK Mil/SAC -9 -8SB 20-14-2 7/17/2014 PAGE 1 --MIi @ MINIMUM GRADE OF LUMBER TOP CHORD:2X4 NO.1 & BTR DF-L-GR LOADING (PSF) L D 3-0-0 BOT CHORD:2X4 NO.1 & BTR DF-L-GR STA. INC.: LUMB= 1.25 PLATE= 1.25 REPETITIVE STRESSES NOT USED TOP 20 14 SPACING : 24.0 IN. O.C. NO. OF MEMBERS = 1 NOTE: 1. ALL CONNECTIONS TO SUPPORTS BY OTHERS 2. ALL PLATES ARE MITEK MT20 8'-0" SETBACK 12 2.83"-5.66 ~ .,..,_ ____ ,...XTENSIQ,.,._ ___ ___.,. SUPPORTS SHALL BE PROVIDED ALONG EXTENSION @ 5'-8" O.C. M 203 PLF SPLICE MAY BE LOCATED ANYWHERE IN THE EXTENSION 3x10 splice plates may be replaced with 22" 2x4 OF No.2 or btr. scab o one face with.131x3 min. nails @ 3" o.c. 2 rows MITek Industries, Inc. Western Division SUPPORT 1/2" GAP MAXIMUM BETWEEN SUPPORT AND END OF RAFTER SUPPORT R= 768 + EXT. R=326+ OH. LENGTH OF HEEL PLATE f2 (MIN. 4") 11-3-12 ,A WARNING -Verify de.sign paramcten and READ NOTES ON THIS AND INCLUDED MlTBK REFBRBNCE PAGE Mll-7473 BEFORE USB. Design volid for use only with MTek connectors. This design is based only upon parameters shown, and is for an lndlvidual building component. Applicability of design poromenters and peeper incorpof'Olion of component is responsibility of buildlng designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillify of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. FOi' general guidance regarding fabrication. quality control. slOfage, delivery, erection and bracing, consult ANSl/f Pll Quallly Criteria, DSB-89 and 8CSl1 Building Component Safety Information available from Truss Plate 1nslitute, 583 D'Onofrio Drive, Madison. WI 53719. /23/2020 Citrus Heights, CA, 9561 7777 Greenback Lane •i• Suite 109 MiTekCI AUGUST 1, 2016 CONVENTIONAL VALLEY FRAMING DETAIL MII-VALLEY1 c=Jc::::J ® . [VJ□□ == == woo MiTek USA, Inc. VALLEY RAFTERS ( SEE NOTE #2) RIDGE BOARD ( SEE NOTE #6 ) PLAN DRAWING MiTek USA, Inc . GABLE ENO, COMMON TRUSS OR GIRDER TRUSS VALLEY PLATE ( SEE NOTE #4 ) POST SHALL BE LOCATED ON SHEATHING ABOVE THE TOP CHORD OF EACH TRUSS. POST (SEE NOTE#S)--- TRUSS TYPICAL ( 24"0.C.) GABLE ENO, COMMON TRUSS OR GIRDER TRUSS TRUSS MUST BE SHEATHED GENERAL SPECIFICATIONS 1. WITH BASE TRUSSES ERECTED (INSTALLED), APPLY SHEATHING TO TOP CHORD OF SUPPORTING (BASE) TRUSSES. 2. BRACE BOTTOM CHORD AND WEB MEMBERS PER TRUSS DESIGNS. 3. DEFINE VALLEY RIDGE BY RUNNING A LEVEL STRING FROM THE INTERSECTING RIDGE OF THE ( a.) GABLE END, (b.) GIRDER TRUSS OR (c.) COMMON TRUSS TO THE ROOF SHEATHING. NOTE: 48" O.C. MAXIMUM POST SPACING LIVE LOAD = 30 PSF (MAX) DEAD LOAD = 15 PSF (MAX) D.O.L. INC = 1.1 5 ASCE 7-98, ASCE 7-02, ASCE 7-05 90 MPH (MWFRS) ASCE7-10 11 5 MPH (MWFRS) 4. INSTALL 2 x 4 VALLEY PLATES. FASTEN TO EACH SUPPORTING TRUSS WITH ( 2) 16d (0.131" X 3.5") NAILS. 5. SET 2 x 6 #2 RIDGE BOARD. SUPPORT WITH 2 x 4 POSTS SPACED 48" 0.C .. BEVEL BOTTOM OF POST TO SET EVENLY ON THE SHEATHING. FASTEN POST TO RIDGE WITH ( 4 ) 10d (0.131" X 3") NAILS. FASTEN POST TO ROOF SHEATHING WITH ( 3) IOd (0.131" X 3") TOE-NAILS. 6. FRAME VALLEY RAFTERS FROM VALLEY PLATE TO RIDGE BOARD. MAXIMUM RAFTER SPACING IS 24" O.C .. FASTEN VALLEY RAFTER TO RIDGE BEAM WITH ( 3) 16d (0.131" X 3.5") TOE-NAILS. FASTEN VALLEY RAFTER TO VALLEY PLATE WITH ( 3) 16d (0.131" X3.5") TOE-NAILS. 7. SUPPORT THE VALLEY RAFTERS WITH 2 x 4 POSTS 48" O.C ( OR LESS) ALONG EACH RAFTER. INSTALL POSTS IN A STAGGERED PATTERN AS SHOWN ON PLAN DRAWING. ALLIGN POSTS WITH TRUSSES BELOW. FASTEN VALLEY RAFTER TO POST WITH (4) 10d (0.131" X 3") NAILS. FASTEN POST THROUGH SHEATHING TO SUPPORTING TRUSS WITH ( 2) 16d (0.131" X 3.5") NAILS. 8. POSTS SHALL BE 2 x 4 #2 OR BETTER SPRUCE PINE FIR, DOUG FIR LARCH OR SOUTHERN PINE. POSTS EXCEEDING 75" SHALL BE INCREASED TO 4 x 4 OR BE PRE-ASSEMBLED ( 2) PLY 2 x 4's FASTENED TOGETHER WITH 2 ROWS OF 1 Od (0.13 I " X 3") NAILS 6" 0.C .. /23/2020 OCTOBER 28, 2016 II [VJ□□ == == WUJ□ MiTek USA, Inc. ~ STANDARD REPAIR FOR ADDING A FALSE BOTTOM CHORD MAIN TRUSS MANUFACTURED WITHOUT FALSE BOTTOM CHORD. MAIN TRUSS (SPACING = 24" O.C.) MII-REP10 M1Tek USA, Inc. Page 1 of 1 REFER TO THE BOTTOM CHORD BRACING SECTION OF ,---THE INDIVIDUAL TRUSS DESIGN FOR MAXIMUM SPACING VERTICAL STUDS@ 48" O.C .. ATTACHED WITH ( 3) -10d (0.131" X 3") NAILS AT EACH END OF VERTICAL (TYP.). OF CONTINUOUS LATERAL BRACING WHENEVER RIGID CEILING MATERIAL IS NOT DIRECTLY ATTACHED TO THE BOTTOM CHORD. VERTICAL STUDS TO BE 2 x 4 STUD GRADE (OR BETTER) SPF, HF, DF OR SP. (BOARD SIZE SPECIFIED IS MINIMUM, LARGERS~EMAYBEUSE~ 2 x 4 NO. 2 (OR BETTER) SPF, HF, NOTES: DF OR SP FALSE BOTTOM CHORD (BOARD SIZE SPECIFIED IS MINIMUM, LARGER SIZE MAY BE USED) FALSE BOTTOM TRUSS SPAN 1. LOADING: TOP CHORD: (REFER TO THE MAIN TRUSS DESIGN FOR TOP CHORD LOADING). BOTTOM CHORD: LL= 0 PSF, DL = 10 PSF. 2. REFER TO THE MAIN TRUSS DESIGN FOR LUMBER AND PLATING REQUIREMENTS. 3. MAXIMUM BOTTOM CHORD PITCH = 6/12. 4. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 5. FALSE BOTTOM CHORD ONLY DESIGNED TO CARRY VERTICAL LOAD. NO LATERAL (SHEAR) LOAD ALLOWED. 6. FILLER MAY EXTEND FOR FULL LENGTH OF TRUSS. /23/2020 AUGUST 1, 2016 L-BRACE DETAIL MIi -L-BRACE CVJ□□® == == WUJ□ MiTek USA, Inc. ~ A MfTek Affiliate Nailing Pattern L-Brace size Nail Size 1x4 or 6 10d (0.131" X 3") 2x4,6,or8 16d (0.131" X 3.5") Nail Spacing 8" o.c. 8" o.c. Note: Nail along entire length of L-Brace (On Two-Ply's Nail to Both Plies) Nails WEB Nails ~ / Section Detail , .--L-Brace 'Web SPACING Milek USA, Inc. Page 1 of 1 Note: L-Bracing to be used when continuous lateral bracing is impractical. L-brace must cover 90% of web length. L-Brace Size for One-Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1x4 *** 2x6 1x6 *** 2x8 2x8 *** ••• DIRECT SUBSTITUTION NOT APLICABLE. L-Brace Size for Two-Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 *** 2x6 2x6 *** 2x8 2x8 *** •·• DIRECT SUBSTITUTION NOT APLICABLE. 6/23/2020 AUGUST 1, 2016 [VJ[][]® == == woo MiTek USA, Inc. ~ A MITek Affiliate SCAB-BRACE DETAIL Note: Scab-Bracing to be used when continuous lateral bracing at midpoint (or T-Brace) is impractical. Scab must cover full length of web+/-6". ••• THIS DETAIL IS NOT APLICABLE WHEN BRACING IS ••• REQUIRED AT 1/3 POINTS OR I-BRACE IS SPECIFIED. APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 10d (0.131" X 3") NAILS SPACED 6" O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. SCAB BRACE MAXIMUM WEB AXIAL FORCE = 2500 lbs MAXIMUM WEB LENGTH = 12'-0" 2x4 MINIMUM WEB SIZE MINIMUM WEB GRADE OF #3 Nails~ / Section Detail ~--Scab-Brace Web Scab-Brace must be same species grade (or better) as web member. MIi-SCAB-BRACE MiTek USA, Inc. Page 1 of 1 /23/2020 . AUGUST 1, 2016 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY MII-T-BRACE 2 [VJ[][]® == == WO□ MiTek USA, Inc. MiTek USA, Inc. Page 1 of 1 Note: T-Bracing / I-Bracing to be used when continuous lateral bracing is impractical. T-Brace / I-Brace must cover 90% of web length. Note: This detail NOT to be used to convert T-Brace / I-Brace webs to continuous lateral braced webs. Brace Size for One-Ply Truss Nailing Pattern T-Brace size Nail Size 2x4 or 2x6 or 2x8 1 0d (0.131" WEB Note: Nail along entire length (On Two-Ply's Nail to Nails ~ / Section Detail ~ T-Brace 'Web Nails~ w,,/-- Nails I-Brace Nail Spacing X 3") 6" o.c. of T-Brace / I-Brace Both Plies) Nails SPACING Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace 2x6 2x6 T-Brace 2x6 I-Brace 2x8 2x8 T-Brace 2x8 I-Brace Brace Size for Two-Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace 2x6 2x6 T-Brace 2x6 I-Brace 2x8 2x8 T-Brace 2x8 I-Brace T-Brace / I-Brace must be same species and grade (or better) as web member. /23/2020 AUGUST 1, 201 6 [VJ[][]® == == WOIJ MiTek USA, Inc. ~[ID A MITek Affiliate Nailing Pattern T-Brace size Nail Size T-BRACE / I-BRACE DETAIL MIi -T-BRACE MiTek USA, Inc. Page 1 of 1 Note: T-Bracing / I-Bracing to be used when continuous lateral bracing is impractical. T-Brace / I-Brace must cover 90% of web length. Note: This detail NOT to be used to convert T-Brace / I-Brace webs to continuous lateral braced webs. Brace Size for One-Ply Truss Nail Spacing Specified Continuous 1 x4 or 1 x6 10d (0.131' 'X 3") 8" o.c. Rows of Lateral Bracing 2x4 or 2x6 or 2x8 16d (0.131' 'X 3.5") 8" o.c. Web Size 1 2 WEB Note: Nail along entire length (On Two-Ply's Nail to Nails ~ / Section Detail ~ T-Brace 'Web Nails~ w,,/-- Nails I-Brace of T-Brace / I-Brace 2x3 or 2x4 1 x4 (*) T-Brace 1 x4 (*) I-Brace Both Plies) 2x6 1 x6 (*) T-Brace 2x6 I-Brace 2x8 2x8 T-Brace 2x8 I-Brace Nails Brace Size for Two-Ply Truss Specified Continuous Rows of Lateral Bracing SPACING Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace 2x6 2x6 T-Brace 2x6 I-Brace 2x8 2x8 T-Brace 2x8 I-Brace T-BRACE /23/2020 T-Brace I I-Brace must be same species and grade (or better) as web member. (*) NOTE: If SP webs are used in the truss, 1 x4 or 1 x6 SP braces must be stress rated boards with design values that are equal to (or better) the truss web design values. For SP truss lumber grades up to #2 with 1 X_ bracing material, use IND 45 for T-Brace/I-Brace For SP truss lumber grades up to #1 with 1 X_ bracing material, use IND 55 for T-Brace/I Brace AUGUST 1, 2016 STANDARD PIGGYBACK TRUSS CONNECTION DETAIL [VJ[][]® == == rn no MiTek USA, Inc. ~ A MITek Alllllate A -PIGGBACK TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN WITH (2) (0.131" X 3.5") TOE-NAILED. B -BASE TRUSS. REFER TO MITEK TRUSS DESIGN DRAWING. C -PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24" O.C. UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS W 1TH (2) (0.131" X 3.5") NAILS EACH. E MI I-PIGGY-7-10 MiTek USA, Inc. Page 1 of 1 MAXIMUM WIND SPEED= REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT= 30 FEET MAX TRUSS SPACING ~ 24 " O.C. CATEGORY II BUILDING EXPOSURE B or C ASCE 7-10 DURATION OF LOAD INCREASE: 1.60 DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. D -2 X X 4"-0" SCAB. SIZE TO MATCH TOP CHORD OF PIGGYBACK TRUSS. MIN GRADE #2, ATTACHED TO ONE FACE, CENTEREU-----.ll--ll-----:\---~-.ll------...::.J-'>- ON INTERSECTION, WITH (2) ROWS OF (0.131" X3") NAILS@4" O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT. IN BOTH DIRECTIONS AND: 1. WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN, OR 2. WIND SPEED OF 116 MPH TO 160 MPH WITH A MAXIMUM PIGGYBACK SPAN OF 12 ft. E-FOR WIND SPEEDS BETWEEN 126AND 160 MPH, ATTACH MITEK 3X8 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES AT 72" O.C. WI (4) (0. 131" X 1.5") NAILS PER MEMBER. STAGGER NAILS FROM OPPOSING FACES. ENSURE 0.5" EDGE DISTANCE. (MIN. 2 PAIRS OF PLATES REQ. REGARDLESS OF SPAN) WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail-On PLATES AS SHOWN, AND INSTALL PURLINS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. SCAB CONNECTION PER NOTE DABOVE This sheet is provided as a Piggyback connection FOR ALL WIND SPEEDS, ATTACH MITEK 3X6 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES AT 48" O.C. WI (4) (0.131" X 1.5") PER MEMBER. STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5" EDGE DISTANCE. detail only. Building Designer is responsible for all permanent bracing per standard engineering practices or refer to BCSI for general guidance on lateral restraint VERTICAL WEB TO EXTEND THROUGH BOTTOM CHORD OF PIGGYBACK and diagonal bracing requirements. FOR LARGE CONCENTRATED LOADS APPLIED TO CAP TRUSS REQUIRING A VERTICAL WEB: 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE, GRADE, AND MUST LINE UP AS SHOWN IN DETAIL. 2) ATTACH 2 x_x 4'-0" SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF 10d (0.131" X 3") NAILS SPACED 4" O.C. FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) (MINIMUM 2X4) 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 4000 LBS (@1.15). REVIEW BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LBS. 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS DESIGN. ,r{{il~·mt~ ✓-' -'t/-~ ~.~.,,,,,\ ) fr,\, ~ !~;·•--, f{~\ (Ii:.) t \ ?-!:. \\ 1;~: j~:; \\*\ 'Ir "\\'·',~ '*4' \,. ~ ,.~ // ~·::·'r'---'·_(j~i\_. -.:Jr';p ·~"--~' tt'.:;'7 ~ -;• •;~,:::.:.:.-r-· - D /23/2020 AUGUST 1, 201 6 LATERAL TOE-NAIL DETAIL MIi-TOENAiL c:Jc:::::J ® MiTek USA, Inc. Page 1 of 1 ,[VJ□□ == == NOTES: 1. TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. woo 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES MiTek USA, Inc. FOR MEMBERS OF DIFFERENT SPECIES. ~ A Milek Affiliate TOE-NAIL SINGLE SHEAR VALUES PER NDS 2005 (lb/nail) DIAM. SP OF HF SPF SPF-S ('.l .131 88.1 80.6 69.9 68.4 59.7 z .135 93.5 74.2 63.4 0 85.6 72.6 -' tn .162 118.3 108.3 93.9 91 .9 80.2 cry ('.l .128 84.1 76.9 66.7 65.3 57.0 z 0 -' .131 88.1 80.6 69.9 68.4 59.7 tn .148 106.6 97.6 84.7 82.8 72.3 "' cry ('.l .120 73.9 67.6 58 7 57.4 50.1 z 0 .128 84.1 76.9 66.7 65.3 57.0 -' 0 .131 88.1 80.6 69.9 68.4 59.7 cry .148 106.6 97.6 84.7 82.8 72.3 VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) • 16d (0.162" X 3.5") NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (lb/nail) X 1.15 (DOL) = 317.0 lb Maximum Capacity U2 U2 VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY 45 DEGREE ANGLE BEVEL CUT 45.00° SIDE VIEW (2x3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2x4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE SQUARE CUT I SIDE VIEW (2x4) 3 NAILS NEAR SIDE FAR SIDE NEAR SIDE SIDE VIEW (2x6) 4 NAILS NEAR SIDE FAR SIDE NEAR SIDE FAR SIDE 0.00° I SIDE VIEW (2x6) 4 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE /23/2020 SIDE VIEW (2x3) 2NAILS NEAR SIDE ---1 FAR SIDE j_ U3 . AUGUST 1, 2016 LATERAL TOE-NAIL DETAIL MIi-TOENAiL SP i==:JCJ @ ·CVJ□□ == == rn no MiTek USA, Inc. ~'1'~ll,JY;r~1n1 n ~ A MITek Atflllale MiTek USA, Inc. NOTES: 1. TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW OE-NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) DIAM. SP DF HF SPF SPF-S (!J .131 88.0 80.6 69.9 68.4 59.7 z .135 93.5 85.6 74.2 72.6 63.4 0 -' lo .162 108.8 99.6 86.4 84.5 73.8 c<i Cl .128 74.2 67.9 58.9 57.6 50.3 z 0 .131 75.9 69.5 60.3 59.0 51.1 -' lo .148 81.4 (\J 74.5 64.6 63.2 52.5 c<i VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) • 16d (0.162" X 3.5") NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.1 5: 3 (nails) X 84.5 (lb/nail) X 1.15 (DOL) = 291.5 lb Maximum Capacity 45.00° VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW (2x4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE 45.oo· SIDE VIEW (2x3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2x6) 4 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE /23/2020 Page 1 of 1 45.00 ° . ::> <( w .~ ::> cc z 0 -6 w 0. en z ~ w cc ~ ::> ..J 0 -LL -0 f A Trusted Industry Partner Since 1903 January 11, 2021 Ramona Lumber Co., Inc. Attn: Leonard Hirn 425 Maple Street Ramona, CA 92065 Sent via email: jazmin@ramonalumber.com To Whom It May Concern: Ramona Lumber Co., Inc., with facilities located at 425 Maple Street, Ramona, California 92065 is a member in good standing of the Pacific Lwnber Inspection Bureau for metal plate connected wood trnss manufacture and has been since October 2, 2012. As a certified subscriber, Ramona Truss Co., Inc., is licensed by PLIB to stamp trusses with the approved quality mark of PLIB and/or WCLIB. Pacific Lumber Inspection Bureau is accredited for the certification of metal plate connected wood trusses by the International Accreditation Service, Incorporated (IAS) of Wbittier, California. Our IAS report number is AA675. The PLIB Quality Auditing truss certification program is based on ANSVTPI 1 2014, Chapter 3, "National Design Standard for Metal Plate Connected Wood Trnss Construction." If you have any questions regarding this, please contact me. Thank you. Sincerely, ~a~· Jeffrey A. Fantozzi President cc: John Hamilton, PUB 1010 S. 336th Street, Suite 210 I Federal Way, WA 98003 PHONE 253.835.3344 I FAX 253.835.3371 I plib.org Additional offices in Canada & Europe (city of Carlsbad CERTIFICATION OF SCHOOL FEES PAID This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project# & Name: Permit#: CBR2022-0953 Project Address: 2684 HIGHLAND DR Assessor's Parcel #: 1561300600 Project Applicant: (Owner Name) COOWNER POWERS ANDREW TAYLOR & POWERS MA.A Residential Square Feet: New/Additions: 1,421 -<-..;;;..... ________________ _ Second Dwelling Unit: __________________ _ Commercial Square Feet: New/Additions: City Certification:City of Carlsbad Building Division Date: 05/23/2022 Certification of ApplicanVOwners. The person executing this declaration ("Owner") certifies under penalty of perjury that ( 1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person [Z] Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 D Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 x1166 D San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) D San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Katherine Marcelja (By Appt.only) D Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. Signature of Authorized School District Officialc::Q.-, , D -RLI• ~ C ~ {) 1l{z . LJ2_ . ~ \J_ 'Y\. ~ \ T1tle:S, \.~'t:::Y)·~d.R co:k::::, ate: s:-a--:i -ao&Q Name of School District: CARLSBAD UNIFIED SCHOOL DISTRICT Phone: 0_ (o(' 5=5J-,~ "6225-EteAMINe-R~--------......,..1 --~ COMMUNITY DEVELO~~AD.&A;¥s~~ Division 1635 Faraday Ave I Carlsbad, CA 92008-7314 I 442-339-2719 I 760-602-8560 f I building@carlsbadca.gov I www.carlsbadca.gov STORM WATER POLLUTION PREVENTION NOTES 1. ALL NECESSARY EQUIPMENT AND MATERIALS SHAU. BE AVAILABLE ON SITE TO FAQUTATE RAPID INSTALLATION Of EROSION AND SEDIMENT CONTROL BMPs Ytl-iEN RAIN IS EMINENT. 2. THE OWNER/CONTRACTOR SHAU. RESTORE AU. EROSION CONTROL DEVICES TO WORl<ING ORDER TO THE SATISFACTION OF THE QTY INSPECTOR AFTER EACH RUN-OFF PRODUCING RAINFALL. .:l. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIREO BY THE OTY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR UNFORESEEN ORCUMSTANCES WHICH MAY ARISE. 4. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING 0AY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT ( 40%). SILT ANO OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. 5. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. 6. ADEOUA TE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTAW:0 AND MAINTAINED. 7. THE QTY INSPECTOR SHALL HAVE THE AU1HORITY TO ALTER 1HIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE VtlTH OTY STORM WATER QUALITY REGULATIONS. OWNER'S CERTIFICATE: I UNDERSTAND ANO AO<NOV.U:OGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO lliE MAXIMUM EXTENT PRACTICASLE TO AVOO THE MOBILIZATION Cf POLLUTANTS SUCH AS SEDIMENT ANO TO AVOID lliE EXPOSURE Cf STORM WATER TO CONSTRUCTION RELATED PCU.UTANTS; ANO (2) ADHERE TO, ANO AT All llMES, COMPLY WITH THIS CITY APPROVED TIER I CONSTRUCTION Sv.1'PP lliROUGHOUT lliE DURATION Of lliE CONSTRUCTION ACTI'ATIES UNTIL lliE CONSTRUCTION WORK IS COMPLETE ANO APPROVED STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP CB ___ _ E-29 SW_ BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Erosion Conlrol Sediment Control BMPs Trad<ing Non-Storm Walt!< Waste Management and Malt!flal5 Polulion Conlrol BMPs BMPs ConlrolBMl'> Ma,\agement BMP• 1 C C " i :g i .., c ., g C .,, E C ., " C ·E 0 E C 0 E "' .; 2 ~ .2 'i3 0.. 8, 0 ., .., ., .!: ·5 ;:-.. ::; -~ .; ., " '-0' C" ~ .s :s ] <T 0 C Best Management Practlce' .., ~ oo .. 8-a, 0.. j ·5 g :l ~ a ., ... -~ § g -~ .... i ll :C UI ~ "' "' II" u_., .., .:; .. .!: E !~ " ., :::E i ~5 (BMP) Description ➔ u .,vi " .. a" 0 ::::, ., ~ a g ~ c 25 15 0 ~ C g a,g il~ ]i g 5 ~ ~o ~E M 0 ~ E "' ~ ~-~ ~5 ~~ oo:.g i ~-~ :g g 0 3' g ., 8 ~-~ ., ... ~ II ~ ":, ,g Els~ ~g ., 0 ·!: ~ ~ ~ Q,..._ ~~ 0 g-iii 'i3 ;: C, ~ u 5 -e ~g -o 0 :.c ~ ~a 2 i[] ~ 3: i!3 c5 171 .,i 0 5! ~ vi~ ict t~ ~o o-0 ... VI VIC.. VI Q; Q. ::Ev> ::l VI V,U "':::E CASQADeslgr,.,1/on ➔ ,-.. "' "' .., .... "' <O ,-.. "' 0 "' ' .,, ,-.. "' T "' .,, .... "' I I I ' ' I I I I I I ' ' I I I I I I I I u u u u w I)! I)! I)! I)! lil lil lil ~ I!, VI 1/1 1/1 (J) i i i i i Conslrudion Adivi\y w w w w 1/1 z z z z Grocf111Q/So< Ois\urbooce 1.-Trcnchila/E:~GYdlion I~ Stocki: nino ,. Orillina/Bor.ila Coocrele/ A$oha!t Sawcut.tinc ,_. Concrete Ffotwon< .,,.. Palrina. L, Conduit,"'°" lnslatlotioo ✓ Stucco/Mortar Worf< , " -waste Oisoosol / SloQiria /I oy Down Areo E~•"""enl Moirlt..,ooce ood FueJinc Hazardous Substance Use/Storone Oewolerino Sil.e Acc,,ss Aaass Oitt Other llisll: lnslruclioos: I, Checi< the box \o the left of all applicable cooslruction acti.-ity (first column) expected to occur during construction. 2. Loeoted along the top of the BMP tQblt is o list of 81,11?'• with it's correspondltl_9 Cctiforn!o. Stonnwoter Quality Assoclotlotl (CASOA) designation number. Choose ooe or more BMPs )'OU intend to use during construction fr«n the lisL Oteck the t,oi,: wlier• Ute chosen activity row fnl~~ with the BMP column. J. Refer to the CASOA construction handbook for information and detois of the chosen BMPs end how to apply them to the project. SHOW THE LOCA T/ONS OF ALL CHOSEN BMPs ABOVE ON THE PROJECTS SITE PLAN/EROSION CONTROL PLAN. SEE THE REVERSE SIDE OF THIS SHEET FOR A SAMPLE EROSION CONTROL PLAN. PROJECT INFORMATION Site Address: Z ' r/'( ~,,Q/1 cl Assessor's Porcel Number:/..$ IJ J(!)O ,o() Emerge,cy Con_1i>cl: ~ ~«AA~\ ~ 2; H<>J< l'Mo: ,; = :lf 9 C "., g ~ ~ "' ~~ :J:::l <O I i l.- - ., ~ o-3' iii "E .; ~ b 0 CC oo U::l "' I i , ~ CITYOF ~ .• \ 0 S Ot)f ...... $ AGEH1-...~r) .S -Z..S-Z, z_ ~ --TE Construction Threat to Storm Water Quality (O,eck Box) OMEilfUM ~ow ~ (SCHAM£) DA 0 S OWN • E-29 Page I of 1 REV 02/16 ' Ccicyof Carlsbad PURPOSE CLIMATE ACTION PLAN CONSISTENCY CHECKLIST B-50 Development Services Building Division 1635 Faraday Avenue (760) 602-2719 www .carlsbadca.gov This checklist is intended to help building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their project. This completed checklist {B-50) and summary (B-55) must be included with the building permit application. The Carlsbad Municipal Code (CMC) can be referenced during completion of this document by clicking on the provided links to each municipal code section. NOTE: The following type of permits are not required to fill out this form ❖ Patio I ❖ Decks I ❖ PME (w/o panel upgrade) I ❖ Pool Consultation with a certified Energy Consultant is encouraged to assist in filling out this document. Appropriate certification includes, but is not limited to: Licensed, practicing Architect, Engineer, or Contractor familiar with Energy compliance, IECC/HERS Compliance Specialist, ICC GB Energy Code Specialist, RESNET HERS rater certified, certified ICC Residential Energy Inspector/Plans Examiner, ICC Commercial Energy Inspector and/or Plans Examiner, ICC CALgreen Inspector/Plans Examiner, or Green Building Residential Plan Examiner. If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance, check N/A and provide an explanation or code section describing the exception. Details on CAP ordinance requirements are available at each section by clicking on the municipal code link provided. The project plans must show all details as stated in the applicable Carlsbad Municipal Code (CMC) and/or Energy Code and Green Code sections . ... ----------------------------------------- Project Name/Building Permit No.: ?ow/l/Z...5 BP No.: ~2,Q2,-Z,-():\'$" 3 ---'------------------------=-==-.;.....;;;;.-------= Property Address/APN: z (, '8 i I/ I ~ fl l Ir r' f} /) J2_ Applicant Name/Co.: Applicant Address: Contact Phone: Contact Email: /Nro B,. cHvtJL /1,wvtJ ~0 ,-j,--;'.tt11~ 7/11 .,.;. Contact information of person completing this checklist (if different than above): Name: Company name/address: Contact Phone: Contact Email: Applicant Signature: _ __._U"'-----~---'-/4 ___ C(....,L-C__ _____ ,Oate:_5_-_'Z--_Z_-_z_z. __ B-50 Page 1 of 7 ~O""'\ Revised 04/21 .,,- '\ Use the table below to determine which sections of the Ordinance checklist are applicable to your project. For alterations and additions to existing buildings, attach a Permit Valuation breakdown on a separate sheet. Building Permit Valuation (BPV) $ breakdown _______ _ Construction Type I& Residential D New construction □ Additions and alterations: .. □ BPV < $60,000 □ BPV:::: $60,000 □ Electrical service panel upgrade only □ BPV :::: $200,000 0 Nonresidential D New construction □ Alterations: □ BPV:::: $200,000 or additions :::: 1,000 square feet □ BPV:::: $1,000,000 □ :::: 2,000 sq. ft. new roof addition Checklist Item Complete Section(I) Notis: A high-rise residential building is 4 or more stories, including a Low-rise High-rise mixed-use building in which at least 20% of its conditioned floor area is residential use 2A*, 3A*, 1B, 2B, *Includes detached, newly constructed ADU 4A*, 3B,4A N{A__ N/A All residential additions and alterations 1A, 4A 4A 1-2 family dwellings and townhouses with attached garages only. *Multi-family dwellings only where interior finishes are removed 1A, 4A* 1B, 4A* and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed 1 B, 2B, 3B, 4B and 5 I 1B, 5 1B, 2B, 5 Building alterations of:::: 75% existing gross floor area 2B,5 1 B also applies if BPV ~ $200,000 Check the appoprial8 boxes, explain all not applcable and exception items, and provide supporting calcualions and doalnentation as neoessa y. 1. Energy Efficiency Please refer to Carlsbad Municipal Code (CMG) 1821.155 and 18.30.190,and the California Green Building Standards Code (CALGreen) for more information. Appropriate details and notes must be placed on the plans according to selections chosen in the design. A. Residentialadditionoralteration:!:$60,000building permit valuation. □ NIA. _________ _ Details ofselectionchosen below must be placed on the plans referencing CMC □ Exception: Home energy score:!: 7 18.30.190. (attach certification) Year Built Single-family Requirements Multi-family Requirements Q Before 1978 Select one option: □ Ductsealing 6J ~ttic insulation □Cool roof □ Attic insulation Select one option: _, □ 1978 andlater □ Lighting package □ Water heating Package □ Between1978and1991 Select one option: □ Ductsealing □ Attic insulation □Cool roof □ 1992 and later Select one option: □ Lighting package □ Water heating package Updated 4/16/2021 3 \ B. O Nonresidentlar new construction or alterations:!: $200,000 building pennit valuation, or additions:!: 1,000squarefeetSeeCMC 18.21.155andCALGreen Appendix AS □ NIA AS.203.1.1 Choose one:□ .1 Outdoorlighting D .2 Restaurant service water heating (CEC 140.5) □ .3Warehousedocksealdoors. D .4DaylightdesignPAFs D .5 Exhaustairheatrecovery □ N/A AS.203.1.2.1 Choose one: D .95 Energy budget (Projects with indoor lighting OR mechanical) D .90 Energybudget (ProjectswithindoorlightingANDmechanical) □ N/A A5.211.1tt D On-site renewable energy: □ N/A AS.211.3** □Green power: (If offered by local utility provider, 50% minimum renewable sources) □ N/A AS.212.1 D Elevators and escalators: (Project with more than one elevator or two escalators) D N/A AS.213.1 D Steel framing: (Provide details on plans for options 1-4 chosen) D N/A * Includes hotels/motels and high-rise residential buildings ** Foralterations;? $1,000,000BPVand affecting> 75% existinggrossfloorarea, ORalterationsthatadd 2,000squarefeetof new roof addition: comply with CMC 18.30.130 (section 28 below) instead. 2. Photovoltaic Systems A. ~ Residential new construction (for low-rise residential building pennit applications submitted after 1/1/20). Refer to 2019 California Energy Code section 150.1 (c)14 for requirements. If project includes installation of an electric heat pump water heater pursuant to CAP section 38 below (low-rise residential Water Heating), increase system size by .3kWdc if PV offset option is selected. Floor Plan ID (use additional CFA #d.u. Calculated kWdc* sheets if necessary) Total System Size: kWdc = (CFAx.572) / 1,000 + (1.15 x #d.u.) *Formula calculation where CFA = conditional floor area, #du= number of dwellings per plan type If proposed system size is less than calculated size, please explain. kWdc Exception D □ □ □ 8. D Nonresidential new construction or alterations :!:$1,000,000 BPV AND affecting i!:75% existing floor area, OR addition that increases roof area by :!:2,000 square feet Please refer to CMC 18.30.130 when completing this section. *Note: This section also applies to high-rise residential and hotel/motel buildings. Choose one of the following methods: D Gross Floor Area {GFA)Method GFA: D if< 10,000s.f. Enter: 5 kWdc Min. System Size: D If~ 10,000s.f. calculate: 15 kWdcx (GFN10,000) ** kWdc **Round building size factor to nearest tenth, and round system size to nearest whole number. Updated 4/16/2021 4 □ Time-Dependent Valuation Method AnnualTDV Energyuse:*** _______ x .80= Min. system size:. ______ kWdc *** Attach calculation documentation using modeling software approved by the California Energy Commission. 3. Water Heating A. @ Residential and hotel/motel new construction. Refer to CMC 18.30.170 when completing this section. Provide complete details on the plans. □ For systems serving individual dwelling units choose one system: □ Heat pump water heater AND Compact hot water distribution AND Drain water heat recovery (low-rise residential only) □ Heat pump water heater AND PV system .3 kWdc larger than required in CMC 18.30.130 (high rise residential hotel/motel) or CA Energy Code section 150.1 (c) 14 (low-rise residential) !Kl Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher □ Solar water heating system that is either .60 solar savings fraction or 40 s.f. solar collectors □ Exception: □ For systems serving multiple dwelling units, install a central water-heating system with ALL of the following: □ Gas or propane water heating system D Recirculation system per CMC 18.30.150(8) (high-rise residential, hotel/motel) or CMC 18.30.170(8) (low- rise residential) D Solar water heating system that is either: □ .20 solar savings fraction □ .15 solar savings fraction, plus drain water heat recovery D Exception: B. D Nonresidential new construction. Refer to CMC 18.30.150 when completing this section. Provide complete details on the plans. D Water heating system derives at least 40% of its energy from one of the following (attach documentation): □ Solar-thermal D Photovoltaics D Recovered energy D Water heating system is (choose one): D Heat pump water heater D Electric resistance water heater(s) □Solar water heating system with .40 solar savings fraction D Exception: It may be necessary to supplement the completed checklist with supporting materials, calculations or certifications, to demonstrate full compliance with CAP ordinance requirements. For example, projects that propose or require a performance approach to comply with energy-related measures will need to attach to this checklist separate calculations and documentation as specified by the ordinances. Updated 4/16/21 5 • 4. Electric Vehicle Charging A 0 Residential New construction and major alterations* Please refer to CMC 18,21.140 when completing this section. la-One and two-family residential dwelling or townhouse with attached garage: ~ One EVSE Ready parking space required D Exception : D Multi-familyresidential· D Exception • Total Parking Spaces EVSE Spaces Proposed EVSE (10% of total) Installed (50% of EVSE) Other "Ready" Other "Capable" Calculations: Total EVSE spaces= .10 x Total parking spaces proposed (rounded up to nearest whole number) EVSE Installed = Total EVSE Spaces x .50 (rounded up to nearest 'Mlole number) EVSE other may be "Ready" or "Capable" *Majoralterationsare: ( 1 )for one and two-family dwellings and townhouses with attached garages, alterations have a building permit valuation;?; $60,000 or include an electrical service panel upgrade; (2) for multifamily dwellings (three units or more without attached garages), alterations have a building permit valuation;?; $200,000, interiorfinishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. *ADU exceptions for EV Ready space (no EV ready space required when): ( 1} The accessory dwelling unit is located within one-half mile of public transit. (2) The accessory dwelling unit is located within an architecturally and historically significant historic district. (3) The accessory dwelling unit is part of the proposed or existing primary residence or an accessory structure. (4) When on-street parking permits are required but not offered to the occupant of the accessory dwelling unit. (5) When there is a car share vehicle located within one block of the accessory dwelling unit. B. D Nonresidential new construction (includes hotels/motels) D Exception : ____________ _ Please refer to CM<;: 18.21.150 when completing this section Total Parking Spaces Proposed EVSE (10% of total) I Installed (50% of EVSE) I Other "Ready" I Other "Capable" I I l Calculation· Refer to the table below· Total Number of Parking Spaces provided Number of required EV Spaces Number of required EVSE Installed Spaces □ 0-9 1 1 □ 10-25 2 1 □ 26-50 4 2 □ 51-75 6 3 □ 76-100 9 5 □ 101-150 12 6 D 151-200 17 9 □ 201 andover 10 percent of total 50 percent of Required EV Spaces Calculations: Total EVSE spaces= .10 x Total parking spaces proposed (rounded up to nearest whole number) EVSE Installed = Total EVSE Spaces x .50 (rounded up to nearest 'Mlole number) EVSE other may be "Ready" or "Capable" Updated 4/16/2021 6 5. □Transportation Demand Management (TOM): Nonresidential ONLY An approved Transportation Demand Management (IDM) Plan is required for all nonresidential projects that meet a threshold of employee-generated ADT. City staff will use the table below based on your submitted plans to determinewhetherornoryourpermitrequiresa TOM plan. lfTDM is applicable to your pennit, staff will contact the applicant to develop a site-specific TOM plan based on the pennit details. Acknowledgment: Employee ADT Estimation for Various Commercial Uses Use Emp ADTfor first 1,000 s.f. EmpADTI 1000 s.f.1 Office (all)2 20 Restaurant 11 Retaib 8 Industrial 4 Manufacturing 4 Warehousing 4 1 Unless otherwise noted, rates estimated from /TE Trip Generation Manual, 10'hEdition 13 11 4.5 3.5 3 1 2 For all office uses, use SANDAG rate of 20 ADT/1,000 sf to calculate employee ADT 3 Retail uses include shopping center, variety store, supermarket, gyms, pharmacy, etc. Other commercial uses may be subject to special consideration Sample calcvlatjons: Office: 20,450 sf 1. 20,450 sf/ 1000 x 20 = 409 Employee ADT Retail: 9,334 sf 1. First 1,000 sf = 8 ADT 2. 9,334 sf -1,000 sf = 8,334 sf 3. (8,334 sf/ 1,000 x 4.5) + 8 = 46 Employee ADT I acknowledge that the plans submitted may be subject to the City of Carlsbad's Transportation Demand Management Ordinance. I agree to be contacted should my pennit require a TDM,plan a understand that an ap~ TOM plan is a condition of pennit issuance. APplicantSignature: ~ /c"~ Date: t/-1 /.,, 'Z-L Person other than Applicant to be contacted for TDM ff"Pliance (if applicable): Name(Printed): C HPrt2-C..L 'z M. /P v,.J ~ rZ... 5 PhoneNumber. 7G ~ --.f 1j'-3~ ~ Y EmailAddress: /~ro e,_ C#vC-!l./g~&A:5 Ctn-.J~T,,(t1~r,,,~, C.o/V\ Updated 4/J 6/2021 7