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HomeMy WebLinkAbout18500 86th Dr Ne_BLD5446_2025 i Permit Packet Coversheet Community and Economic Development City of Arlington • 18204 591h Avenue NE • Arlington,WA 98223 • Phone (360)403-3551 Permit Number: BLD5446 Permit Type: Residential Single Family Address/Parcel: 18500 86th Dr Ne Completed (Month/Year): December 2024 Land Use ❑ Notice of Decision ❑ Bonding or Assignment of Funds ❑ Staff Report o Confidential Documents. Contact the ❑ Application City to obtain. ❑ Narrative ❑ Letters and Project Documents ❑ Legal Description ❑ Other: ❑ Vicinity Map ❑ Site Plan Civil ❑ Landscape Plan ❑ Issued Permit ❑ Complete Streets Checklist ❑ Application ❑ Traffic Impact Analysis ❑ Other Applications ❑ Snohomish County Traffic Mitigation Offer ❑ Construction Calculation Worksheet ❑ WSDOT Traffic Offer Form ❑ Approved Plans ❑ Tree Survey ❑ Review Comment Form ❑ Stormwater Drainage Report ❑ Letters and Project Documents ❑ Geotech Report ❑ Other Agency Permits ❑ Critical Area Evaluation Form ❑ Reports: ❑ SEPA Checklist o Drainage Report Pg: ❑ Public Notice Material o Stormwater Pg: ❑ Noticing and Related Documents o Geotech Pg: ❑ Water/Sewer Availability Certificate o All Other Reports ❑ Unanticipated Discovery Plan Form ❑ SEPA and Noticing Materials ❑ Aerial Photo of Site ❑ Inspections ❑ Proposed Building Materials ❑ As-Builts ❑ Lighting Plans and Lighting Cut Sheets ❑ Other: ❑ Color Elevations ❑ Design Matrix Building ❑ Plat Map ❑✓ Issued Permit ❑ Title Report ❑✓ Application ❑ Lot Closures ❑ Additional Applications ❑ Preliminary Civil Plans ❑✓ Approved Plans ❑ Archaeological Survey ❑ Site Plan o Confidential Documents. Contact the ❑✓ Letters and Project Documents City to obtain. ❑✓ Calculations ❑ Topography(Existing Conditions) ❑ Project Specification Manuals ❑ CC&R's ❑ Reports ❑ Deeds/Easements/Conveyances ❑ Certificate of Occupancy /Dedications ❑ Inspections ❑ Developer's Agreement ❑ Other: ❑ Recorded Copies Page 1 of 1 CITY OF ARLINGTON 18204 59th Avenue NE,Arlington,WA 98223 INSPECTIONS:360-403-3417-Permit Center:360-403-3551 BUILDING PERMIT 18500 86TH DR NE Permit#:5446 Parcel#: PERMIT EXPIRES 180 DAYS AFTER DATE OF ISSUANCE. Scope of Work:Construct SFR Valuation:543571.50 OWNER APPLICANT CONTRACTOR BRIDGEMONT LLC Bridgennont LLC Robinett Homes,LLC 116 AVE C 116 Avenue C 116 Avenue C SNOHOMISH,WA 98290 Snohomish WA 98290 Snohomish,WA 98290 4254902205 425-490-2205 LIC-602167298 EXP:01/31/2025 LIC:ROBIIV U,943LZ EXP:10/19/2024 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: RESIDENTIAL SINGLE FAMILY CODE YEAR: 2018 STORIES: 2 CONST.TYPE: VB DWELLING UNITS: OCC GROUP: R-3;Residential BUILDINGS: OCC LOAD: PERMIT APPROVAL The issuance or granting of this permit shall not be construed to be a permit for,or approval of,any violation of this Code or any other ordinance or order of the City,of any state or federal law,or of any order,proclamation,guidance advice or decision of the Governor of this State.To the extent the issuance or granting of this permit is interpreted to allow construction activity during any period of time when such construction is prolubited or restricted by any state or federal law,or order,proclamation,guidance advice or decision of the Governor of this State,this permit shall not authorize such work and shall not be valid.The building official is authorized to prevent occupancy or use of a structure where in violation of this Code,any other City ordinances of this jurisdiction or any other ordinance or executive order of the City,or of any state or federal law,or of any order,proclamation,guidance advice or decision of the Governor.The building official is authorized to suspend or revoke this permit if it is determined to be issued in error or on the basis of incorrect,inaccurate or incomplete information,or in violation of any City ordinance,regulation or order,state or federal law,or any order,proclamation,guidance or decision of the Governor. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED.MCI I O/IRC110. SALES TAX NOTICE:Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City of Arlington#3101. �JA& ���UM 4.-7 J--A "�E//G! O / �lc 02/06/2024 Applicant Signature 0 D to Building Official Date :. ...: CONDITIONS See redlined drawings for additional requirements.Adhere to approved plans.Service elements are not allowed on the facade of the structure.All electrical(PUD),heating units,AC units,etc.are to be placed on the side or rear of the structure.Approved job copy shall be onsite for inspections.Call for inspections. The property owner shall ensure that the construction project complies with all applicable zoning codes and regulations.The property owner shall also ensure that the constriction project does not cause any adverse impact on the surrounding enviromnent or conununity.The property owner shall be responsible for obtaining all necessary permits and approvals fronn the relevant authorities before commencing construction.The property owner shall ensure that the construction project complies with all applicable design review requirements. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY.ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS, MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PE... .IT TEES': .'.:.: ............:.::.:..:..........:..:..::.,.:::::.:,:::::: .::...:::..: RM Date Description Tee Amount 02/06/2024 Building Plan Renew $3.365.77 02/06/2024 Process i nglrechnology $25.00 02/06/2024 Building Permit $5,175.02 02/06/2024 Park-CommunitySF $1,662.00 02/06/2024 State Surcharge-1st DU $6.50 Total Due: $10,234.29 Total Payinent: $10,234.29 Balance Due: $0.00 . .....CAI 'EOR INSPECTIONS`;` Call by 3:30 pin for next day inspection,allow48 hours for Tire Inspections Wlnen calling for an inspection please leave the folIowing information: Permit Nuinber,Type of Inspection being requested,and whether you prefer morning or afternoon Pass Fall INSPECTIUNIN TORMATION � i RESIDENTIAL BUILDING PERMIT APPLICATION Community and Exonomic Development City of Arlington• 18204 59th Ave NE•Arlington,WA 98223 •Phone(360)403-3551 The following information is required for Residential: Single Family, Duplex,Townhomes,Additions, and Accessory Structure Building Permit Applications. Mark each box to designate that the information has been provided. Please submit this checklist as part of the submittal documents. EACH BUILDING OR STRUCTURE REQUIRES A SEPARATE SUBMITTAL. Incomplete applications will not be accepted. SUBMIT ELECTRONIC FILES FOR EACH OF THE FOLLOWING; REQUIRED DOCUMENTS ❑ Proof of approved Zoning Verification ❑� City of Arlington Residential Permit Application © Site Plan ❑ Architectural Plans ❑✓ Structural Plans ❑✓ Structural Calculations ❑ Project Specification Manuals,if applicable 0 WSEC Compliance Forms https:./,/waenergycodes.coml ❑ Special Inspection and`Testing Agreement,if applicable ❑ Deferred Submittal Request,if applicable 1. Plan Review fee is due at time of submittal and remaining balance will be due at time of issuance. 2. The City of Arlington does not review or inspect electrical systems.Contact Labor and Industries at Ini.wa.gov or 360-416-3000. A. DEFERRED SUBMITTALS If the project requires any of the following,a Deferred Submittal Request MUST be completed.Deferred submittals require separate applications,plans and plan review. 1. Mechanical Plans(if not included in the plan set) 2. Plumbing Plans(if not included in the plan set) 3. Fire Sprinkler B. SPECIAL INSPECTION AND TESTING AGREEMENT A Special Inspection Firm is required to perform special inspections for the following type of work. *The Special Inspection and Testing Agreement MUST be submitted with the Building Application. ❑Structural Masonry ❑Spray-Applied Fireproofing Other-Specify: 0 I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. RESIDENTIAL BUILDING Type of Permit: ✓❑Single-family ❑Duplex ❑Townhouse ❑Addition/Alteration ❑Accessory Structure IBC Construction Type: VA IBC Occupancy Type: R-3 Building Square Footage: 3038 Number of Stories: 2 Square Footage Per Floor: B: JSL: 1259 Did: 1779 3rd: Garage: 528 Property Address: 18500 86th Drive NE Project valuation: 425,000 Lot#: 5 Parcel ID No.: 01223300000500 Preferred Contact: Cl Owner M Contractor Project Construction of single family residence within the Bridgemont RB plat Scope of Work: Owner Name: Bridgemont LLC Home No.: Email Address: sarahorobinetthomes.com Cell No.: 4259235290 Mailing Address: 116 Avenue C City: Snohomish State: WA zip: 98290 Primary Contractor: Robinett Homes, LLC Office No.: 425-490-2205 Email Address: sarah@robinetthomes.eom Cell No,: Mailing Address: 116 Avenue C city: Snohomish State: WA zip: 98290 L&I Contractor License Number: ROBINHL943LZ Expiration Date: 10/19/24 MECHANICAL SYSTEM INFORMATION O NotAppl<licable, Type of Permit: ❑✓ New Installation ❑ Addition/Alteration/Repair ❑ Gas Piping Mechanical Contractor: unknown at this time Office No.: Email Address: Cell No.: Mailing Address: City: State: Zip: L&I Contractor License Number: Expiration Date: • New gas piping requires a pressure test hooking to any appliance • Sediment traps (drips)are required on all gas lines • Gas lines are required to be supported/secured every 6 to 8 feet • Proper Combustion air and venting required for all appliances • A shut-off valve is required within 6 feet of all appliances REV03,2022 Page 2 of 6 RESIDENTIAL BUILDING MECHANICAL PERMIT'FEES Type of Fixture No.of Units Cost per Unit Subtotal Model No. Additional Plan Review fees x $75.00 - Air Cond.Unit<-100Btu h x $15.00 = Air Cond.Unit>100Btu h x $25.00 = Air Cond.Unit>500Btu h x $50.00 - Air Handling Units x $15.00 = Base Mechanical Fee 1 x $25.00 Boiler<100Btu h>3h x $15.00 - Boiler>1 million Btu/h<501ip x $25.00 = Boiler>1.5 million Btu/h<50hp x $50.00 = Boiler>100Btu/h 3-15hp x $15.00 - Boiler>500Btu h 15-30hp x $25.00 = Diffusers x $15.00 Dryer Ducting x $15.00 = Ductwork(drawings required) x $25.00 = Evaporative Coolers _ x $15.00 = Exhaust Vent€lation Fans s x $15.00 Fire lace lnsert Stave 1 x $15.00 - 15.00 Forced Air Heat-<100 Btu h x $15.00 = Forced Air Heat>100 Btu h x $25.00 = _ Gas Clothes Dryer x $15.00 = Gas Fired AC<_100 Btu h x $15.00 - Gas Fired AC>100 Btu h x $25.00 - Gas Fired AC>500 Btu h x $50.00 = Gas Pi in <-5 units x $15.00 = Gas Piping>5 units(plus<5 units x $2.00 - Heat Exchangers x $15.00 = Heat Pump-Condensing Unit 1 x $25.00 = 25.00 Hot Water Heat Coils x $15.00 = _ Miscellaneous Appliance-regulated by $15.00 mechanical code,not otherwise specified x Pkg.Units s100btu x $25.00 - Pk .Units>100btu x $50.00 - Rana Cook top-Gas Fired 1 x $15.00 = 15.00 _ Refrigeration Unit<-10013tu h x $15.00 Refrigeration Unit>100Btu h x $25.00 = Refrigeration.Unit>500Btu h x $50.00 = Re-inspection fee x $75.00 = Residential Range Hood 1 x $15.00 - 15.00 Unit Heaters 5100 Btu h x $15.00 - Unit Heaters>100 Btu h x $25.00 = VAV Boxes(Variable Air Volume,part of air x $10.00 - conditioning system) Wall Heaters-Gas Fired x $25.00 = Water Heater-Gas Fired x $25.00 = Permit Fee 185.00 Inspect€on Fee $75.00 Processing/Technology Fee $25.00 Total 285.00 REV012022 Page 3 of 6 RESIDENTIAL BUILDING GAS PIPING INFORMATION Q NotApiltcalale Proposed Piping Material: El CSST 0 Brass rl Galvanized Steel O Black Steel 0 Other Proposed Piping Size: O 1/z" O 5/a E1 3/a" C1 1" 0 11/2" 13 2" Fstance from Meter to furthest Appliance: 24' Total BTU's of all Appliances: PRESSURE PIPING SCHEMATIC COMPLETE FOR GAS PIPING ONLY—USE A SEPARATE SHEET, IF NECESSARY ❑ SCHEMATIC IS TO SCALE ❑ SCHEMATIC NOT TO SCALE Show Pipe Size(s) and Length(s) from meter to all appliances NOTE:Any interior pressure regulators must he indicated RGV03.2022 Page 4 of 6 RESIDENTIAL BUILDING PLUMBING SYSTEM YNFORMATION ❑ NotAppli.cable Type of Permit: New Installation ❑ Addition/Alteration/Repair Plumbing Contractor: unknown at this time Office No.: Email Address: Cell No.: Mailing Address: City: State: Zip: L&I Contractor License Number: Expiration Date: • All hose bibs required to be equipped with Atmospheric Vacuum Breakers per ASSE 1019 • All water supplies at 80psi or greater shall have Pressure Reducing Valves(PRV) • Cross-Connection-Control may be required Proposed Interior Water Piping Size: El 1/2" ❑ s/e" ❑ 3/a" ❑ 1" ❑CPVC ❑ Brass ❑ PEX-AL-PEX 21 PEX Proposed Interior Piping Material: ❑ Copper ❑ Galvanized Steel ❑ Other Proposed Exterior Water Piping Size; ❑ 1/z" ❑ 5/i3 ❑ 3/4" ❑ 1" ❑ 11/z" ❑ 2" ❑ PVC ❑Copper ❑ PEX-ALTEX ❑ PEX-AL-PE Proposed Exterior Piping Material: ❑PE El PEX ❑ Other Proposed Drain-Waste-Vent(DWV) 0 Schedule 40 ABS DWV ❑Copper ❑ Galvanized Steel ❑ Cast lion Material: ❑ Schedule 40 PVC DWV ❑ Brass ❑ Other: Proposed Drain-Waste-Vent(DWV) ❑ I/2° ❑ ,/Q" ❑ s�" ❑ 1" ❑ 1�/z" 2" ❑ 3" 04" Piping Size: PLUMBING PERMIT FEES (per fixture) Type of Fixture No.of Fixtures Cost per Fixture Subtotal Additional Plan Review fees x $75.00 = Alteration/repair piping x $15.00 - Bacicflow Assembly x $25.00 = � Base Pluntbhi Fee 1 x $25.00 = $25.00 Bath Shower Combo x $15.00 = 15.00 Building Main Waste x $25.00 = Clothes Washer 1 x $15.00 = 15.00 Dishwasher 1 x $1S.00 = 15.00 Floor Drains x $15.00 = Grease lnterce for x $75.00 = Grease Trap _ x $25.00 - Hose Bibb 2 _ x $1S.00 = 30.00 REV03.2022 Page 5 of 6 RESIDENTIAL BUILDING PLUMBING PERMIT FEES (per fixture) Iceniaker Refri erator + x $15.00 = 15.00 Irrigation-per meter x $25.00 = Kitchen Sink&Disposal 1 x $15.00 = 15.00 Laundry Tray x $15.00 = Lavatory 4 x $15.00 = 60•00 Miscellaneous-regulated by plumbing code,not x $15.00 = otherwise specified Re-inspection Fee x $75.00 = Roof Drains x $15.00 = Shower(only) 1 x $15.00 = 15.00 Sink bar,service,etc. 1 x $15.00 = 15.00 Toilets 3 x $15.00 = 45.00 Urinal x $15.00 = Vacuum Breakers x $25.00 = Water Heater 1 x $25.00 = 25.00 MODEL NO.: Water Heater-Tankless x $25.00 = MODEL NO.: Permit Fee 275 Inspection Fee $75.00 Processing/Technology Fee $25.00 Total 375 I hereby certify that 1 am the ❑ Owner ❑Architect ❑ Engineer 0 Contractor and authorized to sign this application and that the above information is correct and construction on,and the occupancy and the use of the above- described property will be in accordance with the laws,rules and regulation of the State of Washington,and the City of Arlington. —6A&,k f--IAA,.AWA Sarah Uplinger 06-29-23 Si i ature Print Name Date SAVE PRINT REV03.2022 Page 6 of 6 NV HOndO i-lIB Aa S2EHiMJO 113Nl9MJ 319VO - NOI1` A3 13 1NON39(M S MJO1S-Z IS8£0`£ W NOIS30 3W0H IVN011 OVb j1 (Do i & m W: :. lb I" co Q w ao LX.J b � Z c; 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U O d O - Co cn O�'- p Co V) O W m Q CO V) O�`- m � Z_ Z m ~ d cV X CX (/) In O X - X Cn O J z [1 00 DD co Q NQ �cV N O � NQ a'N N O lJi cilQ �N cV O O gg W U � � W 2 N J cV J Q= N-J SQ W co O J O N m W O F- Z 0000 M C7 00 000 M _U' r 00 oo M (/'1 W 00 � —Q F- J m m m� m� Q U WJ oN U C/ ¢ ¢ \ o v Q = W -Fw SNOOA313 33S V) SNOLVA313 33S NOLLVA313 13S N0I1VA313 33S z z SITE PLAN FOR SCALE: 1" = 20' LOT 5, BRIDGEMONT RB -AFN#202212215003 IN THE NW 114 OF THE NW 114 OF SECTION 24, T.31 N., R.5E., W.M. 20 O CITY OF ARLINGTON, SNOHOMISH COUNTY, WASHINGTON I I I I I I I 40.0' 402.07 I / SD-SNB �1 �. 9 402- 3A2 I - - - - - - - - - — \ 2 I N89'07'14"W 131.21' 50.0' • ------ Sz---------- i 28.0' I 33.36' 58' 12.0' I a I I I PROPOSED b 27 09' o I COVERED PORCH m o 6.0' 1 ss-sroe a 1 3038 PLAN o o I I I I ROOF N } o . ° CO I O 5 i 3 2,478 SF UTILITY 1 24' EASEMENT ° . W O 9.0' 1 0 `n y Z I I I ! 18500 86TH DRIVE NE I o a 2 W I I I I I 7,8 71 SF l o u o SIDEWALK N __ �„� ' 1 8.0' 1 3' Z O ;v � 24.51' 2 N Z I I I 62' 1 6.0' 0 0 1° d 3% a CQ 5'�II A I I 1---1 N °a ' A d e� I II o I PROPOSED I I DRIVEWAY 68' 4 d ° I 39.0' 24.04' Z — — — — Lr------------------- _ m S 50.0' SD-STUB� 401.26 II I N89'07'14"W 131.17' \ 1 �� \ ° LEGEND: NOTES: O SS MANHOLE 1) PROPOSED DISTURBANCE ENTIRE LOT. —SS— SS LINE 2) PROPOSED DOWNSPOUTS/FOOTING AND DRIVEWAY DRAINAGE TO BE DIRECT OWNER: APPLICANT&CONTACT: STUB STUB TO ON-SITE PLAT BIORETENTION CELL/PLAY TRACT AS APPROVED BY THE BRIDGEMONT LLC ROBINETT BROTHERS, LLC ® WATER METER 116 AVENUE C 116 AVENUE C 3) WATER SOURCE. PUBLIC - CITY OF ARLINGTON SNOHOMISH, WA 98290 SNOHOMISH, WA 98290 FIRE HYDRANT ATTN: MARTIN ROBINETT ATTN: SARAH UPLINGER SD LINE 4) SEWER SOURCE: PUBLIC - CITY OF ARLINGTON PHONE 425-490-2205 5) SILT FENCE AND CONSTRUCTION ENTRANCE AS NEEDED FOR CB CATCH BASIN PROPOSED RUNOFF FROM EXPOSED SOIL DURING CONSTRUCTION. PARCEL DATA TAX ACCOUNT NUMBER: YD YARD DRAIN EROSION CONTROL TO BE IN PLACE PRIOR TO CONSTRUCTION. LEGAL DESCRIP7/0N: LOT 5, PLAT OF 01223300000500 6) PROPOSED IMPERVIOUS AREA TOTAL: 2,993 SF BRIDGEMONT RB, ACCORDING TO SITE ADDRESS. HOUSE ELEVATIONS: ROOF (HOUSE, GARAGE, PORCH): 2,478 SF THE PLAT THEREOF AS RECORDED 18500 86TH DRIVE NE TBC=401.5 CONCRETE DRIVEWAY PAD: 437 SF UNDER AUDITOR'S FILE NUMBER ARLINGTON, WA 98223 GARAGE=402.2 202212215003, RECORDS OF SITE AREA: 7,871 SF UPPER=412.2 SIDEWALK: 78 SF SNOHOMISH COUNTY, WASHINGTON. 6/28/2023 7:52:18 PM BRIDGEMONT Community and Economic Development Building Division INSPECTION RECORD SHALL REMAIN AT JOB Building construction shall not commence until permit SITE holder or agent has posted this Inspection Record Card in a conspicuous place on the premises. OWNER:BRIDGEMONT LLC CONTRACTOR:BRIDGEMONT LLC oB ADDRESS:18500 86TH DR NE OWNER ADDRESS:116 AVE C, SNOHOMISH, WA 98290 USE ofBUILDING: SFR PLAT NAME:BRIDGEMONT VB R3 Description of Work:NEW 2-STORY SFR LOT# 5 PERMIT NO:BLD-5446 I Sprinklered:NO CONDITIONS:Ste Permit DATE ISSUED:1/18/2024 TYPE GROUP DEPARTMENT INSPECTION DATE DATE PASS FAIL INITIALS FOOTING BUILDING FOUNDATION INSPECTIONLINE UNDERFLOOR (360)403-3417 SHEARWALL PLUMBING (groundwork) GAS PIPING(groundwork) ROUGHPLUMBING ROUGH GAS PIPING ROUGH HEATING&VENTILATION FRAMING INSULATION WALLBOARD (SHEAR/RATING) ROOF DRAINAGE DEVELOPMENT STORM INFILTRATION SERVICES GRADING INSPECTIONLINE CURB GUTTER&SIDEWALK (360)403-3417 LANDSCAPE DRIVEWAY SEWER INSPECTION SIDE SEWER LINE SEWER CLEANOUT/FINAL (360)403-3508 WATERINSPECTION WATER SERVICE INSPECTION LINE WATER SERVICE FINAL (360)403-3S26 CROSS CONNECTIONFINAL (360)403-3417 FINAL INSPECTION All sections must be signed off prior to final inspection Electrical must be signed off prior to final inspection COMMENTS: tecinstruct LLC 41 1 1 1641h St SW �I Unit 51 Lynnwood, WA 98087 / 1 Phone (206) 553 9076 rheimisch@yahoo.com Engineering 1 . LATERAL DESIGN Project: Robinett Homes, Plan 3038 1.1 Seismic Design Criteria Basic Seismic-Force-Resisting System Diaphragms/Shear Walls Medium Building Height H = 25 ft Seimic Use Group II Importance Factor le = 1.0 Site Class D Seismic Design Category D Response Factor R = 6.5 (light frame wood building) Seismic Response Coefficient Cs = 0.15 Building Weight The weight of the walls is applied by adding 5 psf to the roof DL and 10 psf to the floor DL . With the flat roof snow load 38 psf, 20% of the snow load is added to the roof DL (ASCE 12.7.2.4) 2nd level W = (15 + 5 + 0.2 x 38) x 1,900 sqft = 52,440 Ibs 1 st level W = (20 + 10) x 1,900 sqft = 57,000 Ibs Total Building Weight W = 109,440 Ibs Base Shear VBase = Cs x W = 0.15 x 109,440 = 16,420 Ibs Design Shear: To convert from strength level to ASD, Base Shear is multiplied by 0.7 VDesign = 0.7 x 16,420 = 11,500 Ibs Vertical Distribution: Fx = Cox x V = Cox x 11,500 Cox = (wx x hxk)/ (wi x hik) with k= 1.0 for T< 0.5 sec Level Wx hx wxhx wxhx/Ywihi Fx LLR VxFR LFR VXLR (Ib) (ft) (lb-ft) N (Ibs) (ft) Of) (ft) Of) 2nd 52,440 17 891,480 63 7,245 50 145 42 170 1st 57,000 9 513,000 37 4,255 50 85 45 95 Y 109,440 --- 1,404,480 100 11,500 tecinstruct LLC Project: Robinett Homes, Plan 3038 1.2 Wind Design Directional Procedure, Part 2 (simplified method) per ASCE 7-10, Chapter 27.5 Design Criteria: Enclosed Simple Diaphragm Building Risk Category II Basic Wind Speed per Table 26.5-1A 110 MpH Directionality Factor Kd 0.85 Exposure Category C As this design is used as a basic plan for multiple locations, conservatively category „C" is used to determine wind loads Wind Speed up factor Kzt 1.0 Enclosure Classification enclosed Net pressure at top of wall ph , Table 27.6-1 26.2 psf (conservatively also used for bottom of wall) As the shear wall design is performed for ASD, the load is multiplied with 0.7 Applied wind pressure 0.7 x 26.2 18.34, say 20 psf Uniform wind loads on diaphragms Roof w/trib h 11 ft w= 10 x 20 = 220 plf Floor w/trib h 9 ft w= 9 x 20 = 180 plf tecinstruct LLC S sql OL9`£ S sql OL9`£ N M sql 0Z9`t, M sql OZ9`t, > CV) J oiwsi@S IId OL t / pu!M IId OZZ N ' -----------�I------------ --- ------- ' 0 CD Lf� \ ; CD N I \ --- --- I 1 Lf) co co Go I� X \ -- x J I '� U \ F--- o — I m "� I � I (� 3noev •o•o.az o � ® I I --- � s3ssnaL eooa eve3aa I F I I t I� im I I J I I 1 W I i �aia� �� � = q l a co N III y I I x� m I I C x 1 d U m Sao a X LU cn M $aa___ Npyt_jfgyqy_j� lL 3�a1ain x m 'NVA,L = z vi aI <u J w00 En 10 —� a000 NaVS .I ® U—R 0 3001ai+—I \\ a0I O I I II I \ II rcl m o I 1 1 rcm �4 I I p I\ m I < m m TNM Z/L IH.9£ �< ff -co L 0- �U 0- -m 3A08V 9'0,az O K 1 I U) I I s3ssnmi d00a SVA3ad �Sp < ri_______________ a_ _ x Mat, �� 0 LnI L ON�'1NWJ �� ozos —Losoz--- (Tl J U Ln co ------ --- Ln co S sql 9t0'6 S sql 060`Z S sql 9t0`� AAsql 086 1 M sql 096`£ M sql 086`t 0 n CD oiwsiaS IId 96 / Pu!M IId 08 > J Co 0 0 sib mN I �I CN � 0 _ V J ------m V m a j /` N a x QU I al N - yJj •T'Z I j N, O }♦ xlo it �� S3A�3HS � oo�i I i< I I O W mU w Nrn I � 13 I Z X m I LLII� Qo� W _ m �W Oa N < NUU I C7I1LL I I J I K XUZ I I� N N li_ CDNbOU NIIK xl I O 9'Ld ^� I �IIW ml •e3a .K a I ® 3A0 0 1 i 3A08VI •0.0 ,9l I 'O'0 4a O o o sisl0r •a-u T +Z£ I I S3SSn& 300a U_ L I I K m I b 0 ill a0 ZLXZ i j Z/l Btlj3ad I (n I z L---- .... 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GRAVITY DESIGN Project: Robinett Homes, Plan 3038 2.1 Design Criteria Dead Loads Roof Coating/Waterproofing 2.0 Sheathing OSB/Plywood 15/32" 2.0 Trusses/ Framing 3.0 Insulation R-38 1.2 Gypsum Board 5/8" 2.8 Miscellaneous (Sprinkler, HVAC etc) 1.5 Total 12.5, say 15 psf Floors Living Finished Floor (carpet) 1.0 Sheathing OSB/Plywood 3/4" 2.5 Floor Joists/TJIs 2.5 Insulation R-11 1.0 Gypsum Board 5/8" 2.8 Miscellaneous (Sprinkler, HVAC etc) 1.5 Non bearing partitions 8.0 Total 19.3, say 20 psf Decks/Balconies Decking 3.0 Floor Joists/TJIs 2.5 Miscellaneous (Railing/Waterproofing) 1.5 Total 7.0 say 10 psf Ext. Walls Siding 3.0 Sheathing 15/32" OSB/Plywood 2.0 2x6" Studs @ 16"o.c. 1.5 Insulation R-21 0.6 Gypsum Board 5/8" 2.8 Total 9.9, say 10 psf Int. Walls 2x4" Studs @ 16"o.c. 1.5 Gypsum Board (2 sides) 5/8" 5.6 Total 7.1, say 8 psf Live Loads Roof 20 psf Living areas 40 psf Decks/Balconies 60 psf Snow Load Snow Ground Load 38 psf Snow Roof Load (no reduction applied) 38 psf tecinstruct LLC Project: Robinett Homes, Plan 3038 2.2 Key List Roof Key No. 1.1 Manufactured Truss Roof Key No. 1.2 Overframing, HF No. 2, 2x6", @ 24" o.c. Key No. 1.3 Header, DF No. 2, 4x12" Key No. 1.4 Header, DF No. 2, 4x10" Key No. 1.5 Header, DF No. 2, 4x8" Key No. 1.6 Header, DF No. 2, 4x6" Floor above Main Level Key No. 2.1 Manufactured Truss Roof above Garage and Porch Key No. 2.2 TJI 230, 2-5/16x11-7/8", @ 16" o.c. (Alternative: HF No. 2, 2x12", @ 16" o.c.) Key No. 2.3 Stair Stringers, HF No. 2, 2x12", @ 16" o.c. Key No. 2.4 Landing Joists, HF No. 2, 2x6", @ 16" o.c. Key No. 2.5 Glulam WS, flush, 24F-1.8E, 5-1/8x25-/12" Key No. 2.6 Glulam WS, flush, 24F-1.8E, 5-1/8x12" Key No. 2.7 Beam, flush, 4x12" Key No. 2.8 Garage Header, DF No. 2, 6x12" Key No. 2.9 Beam, DF No. 2. 6x12" Key No. 2.10 Beam, DF No. 2. 6x12" Key No. 2.11 Header, DF No. 2, 6x12" Key No. 2.12 Header, DF No. 2, 4x10" Key No. 2.13 Header, DF No. 2, 4x6" Key No. 2.15 Post at Porch, HF No. 2, 6x6", P.T. Key No. 2.14 Post, DF No. 2, 6x6" Key No. 2.15 Post at Porch, HF No. 2, 6x6", P.T. Framing above Crawl Space Key No. 3.1 TJI 230, 2-5/16x11-7/8", @ 16" o.c. (Alternative HF No. 2, 2x12", @ 16" o.c.) Key No. 3.2 Beam, DF No. 2, 4x10" Foundation Key No. 4.1 Continuous Footing, fc = 2,500 psi, 16x8", w/Stem Wall 8" Key No. 4.2 Pad Footing, fc = 2,500 psi, 42x42x12" Key No. 4.3 Pad Footing, fc = 2,500 psi, 30x30xl2" Key No. 4.4 Pad Footing, fc = 2,500 psi, 24x24x12" tecinstruct LLC Project: Robinett Homes, Plan 3038 2.3 Roof Key No. 1.1 Manufactured Truss Roof Span: L = varies Load: DL = 15 psf SL = 38 psf Layout and design per manufacturer Key No. 1.2 Overframing, HF No. 2, 2x6", @ 24" o.c. Per span tables Key No. 1.3 Header, DF No. 2, 4x12" Span: L = 8 ft Load: roof w/trib 15 ft DL 15 x 15 = 225 plf SL 15 x 38 = 570 plf For calculation see design sheets. Key No. 1.4 Header, DF No. 2, 4x10" Span: L = 6 ft Load: roof w/trib 17 ft DL 17 x 15 = 255 plf SL 17 x 38 = 650 plf For calculation see design sheets. Key No. 1.5 Header, DF No. 2, 4x8" Span: max L = 8 ft Load: roof w/trib 3 ft DL 3 x 15 = 45 plf SL 3 x 38 = 120 plf For calculation see design sheets. Key No. 1.6 Header, DF No. 2, 4x6" Span: L = 2.5 ft Load: roof w/trib 15 ft DL 15 x 15 = 225 plf SL 15 x 38 = 570 plf For calculation see design sheets. tecinstruct LLC Project: Robinett Homes, Plan 3038 2.4 Floor above Main Level Key No. 2.1 Manufactured Truss Roof above Garage and Porch Span: L = varies Load: DL = 15 psf SL = 38 psf Layout and design per manufacturer Key No. 2.2 TJI 230, 2-5/16x11-7/8", @ 16" o.c. (Alternative: HF No. 2, 2x12", @ 16" o.c.) Span: L = 18 ft Loads: DL = 20 psf LL = 40 psf Per iLevel span tables for deflection U480 For HF, see design sheets Key No. 2.3 Stair Stringers, HF No. 2, 2x12", @ 16" o.c. Span: L = 6 ft Loads: DL = 20 psf LL = 40 psf Per span tables Key No. 2.4 Landing Joists, HF No. 2, 2x6", @ 16" o.c. Span: L = 6 ft Loads: DL = 20 psf LL = 40 psf Per span tables Key No. 2.5 Glulam WS, flush, 24F-1.8E, 5-1/8x25-/12" Span: L = 23 ft Loads: upper roof w/trib 20 ft, lower roof w/trib 3 ft, floor w/trib 8 ft, wall w/ h 8 ft DL 23 x 15 + 8 x 20 + 8 x 10 = 585plf LL 8 x 40 = 320 plf SL 23 x 38 = 875 plf For calculation see design sheets Key No. 2.6 Glulam WS, flush, 24F-1.8E, 5-1/8x12" Span: L = 16 ft Loads: floor w/trib 12 ft DL 12 x 20 = 240 plf LL 12 x 40 = 480 plf For calculation see design sheets tecinstruct LLC Project: Robinett Homes, Plan 3038 Key No. 2.7 Beam,flush, 4x12" Span: L = 7 ft Loads: floor w/trib 14 ft DL 14 x 20 = 280 plf LL 14 x 40 = 560 plf For calculation see design sheets Key No. 2.8 Garage Header, DF No. 2, 6x12" Span: L = 16 ft Loads: lower roof w/trib 4 ft DL 4 x 15 = 60 plf SL 4 x 38 = 160 plf For calculation see design sheets Key No. 2.9 Beam, DF No. 2. 6x12" Span: L = 16 ft Loads: roof w/trib 6 ft DL 6 x 15 = 90 plf SL 6 x 38 = 230 plf For calculation see design sheets 1% excess in stress is still within the intent of the design. Key No. 2.10 Beam, DF No. 2. 6x12" Span: L = 13 ft Loads: roof w/trib 3 ft, floor w/trib 3 ft, wall w/h 8 ft DL 3x15 + 3x20 + 8x10 = 185plf LL 3 x 40 = 120 plf SL 3 x 38 = 120 plf For calculation see design sheets 1% excess in stress is still within the intent of the design. Key No. 2.11 Header, DF No. 2, 6x12" Span: L = 6 ft Loads: upper roof w/trib 15 ft, lower roof w/trib 6 ft, floor w/trib 10 ft, wall w/h 8 ft DL 21 x15 + 10x20 + 8x10 = 595plf DL 10 x 40 = 400 plf SL 23 x 38 = 875 plf For calculation see design sheets Key No. 2.12 Header, DF No. 2, 4x10" Span: L = 7 ft Loads: roof w/trib 2 ft, floor w/trib 8 ft, wall w/h 8 ft DL 2x15 + 8x20 + 8x10 = 270plf DL 8 x 40 = 320 plf SL 2 x 38 = 80 plf For calculation see design sheets tecinstruct LLC Project: Robinett Homes, Plan 3038 Key No. 2.13 Header, DF No. 2, 4x6" Span: L = 5 ft Loads: roof w/trib 2 ft, floor w/trib 3 ft, wall w/h 8 ft DL 2x15 + 3x20 + 8x10 = 170plf DL 3 x 40 = 120 plf SL 2 x 38 = 80 plf For calculation see design sheets. Also used for shorter spans. Key No. 2.14 Post, DF No. 2, 6x6" Height: H = 9 ft Load: reaction from beam 2.5 PDL = 6,855lbs PLL = 10,500lbs For calculation see design sheets. 3% overstress is still within the intent of the design. Key No. 2.15 Post at Porch, HF No. 2, 6x6", P.T. Height: H = 9 ft Load: reaction from beam 2.9 PDL = 725lbs PLL = 1,850 Ibs Per inspection. Also used at front porch with less load. tecinstruct LLC Project: Robinett Homes, Plan 3038 2.5 Crawl Space Key No. 3.1 TJI 230, 2-5/16x11-7/8", @ 16" o.c. (Alternative HF No. 2, 2x12", @ 16" o.c.) Span: L = 18 ft Loads: DL = 20 psf LL = 40 psf Same as 2.2 Key No. 3.2 Beam, DF No. 2, 4x10" Max uniform load under load bearing wall Span: L Continuous over several posts, >> designed as 3-span beam = 4 + 4 + 4ft Load: (2) floors w/tot trib 30 ft, wall w/ h 16 ft DL 30 x 20 + 16 x 10 = 760 plf LL 30 x 40 = 1,200 plf For calculation see design sheets tecinstruct LLC Project: Robinett Homes, Plan 3038 2.6 Foundation Key No. 4.1 Continuous Footing, fc = 2,500 psi, 16x8",w/Stem Wall 8" Dimensions per prescriptive requirements Reinforcement: (2) rebars#4 longitudinal hooked verticals#3 @ 18" o.c., alternated Key No. 4.2 Pad Footing, fc = 2,500 psi, 42x42x12" Load from post 2.14 P = 17,355lbs Soil pressure 17,355/ 12.25 = 1,417 psf< 1,500 Rebars #4 @ 6" o.c. each way Key No. 4.3 Pad Footing, fc = 2,500 psi, 30x3Oxl2" Load reaction from (1.5x) beam 2.10 P 1.5 x 2,385 = 3,580 Ibs Soil pressure 2,575/4 = 530 psf < 1,500 Rebars #4 @ 6" o.c. each way Key No. 4.4 Pad Footing, fc = 2,500 psi, 24x24x12" Load max P from post 2.15 P = 2,575lbs Soil pressure 2,575/4 = 644 psf < 1,500 Rebars #4 @ 6" o.c. each way tecinstruct LLC Robinett Plan 3083 WoodWorks" 13 Header Aug. 4, 2022 14:22 ' 1 Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full UDL 225.0 plf SL Snow Full UDL 570.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 8'-1.48" 0' 8' Unfactored• Dead 914 914 Snow 2315 2315 Factored: Total 3229 3229 Bearing: Capacity Beam 3229 3229 Support 3575 3575 Des ratio Beam 1.00 1.00 Support 0. 90 0. 90 Load comb #2 #2 Length 1.48 1.48 Min req'd 1.48 1.48 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 Lumber-soft, D.Fir-L (N), No.1/No.2, 4x12 (3-1/2"x11-1/4") Supports: All - Timber-soft Beam, D.Fir-L (N) No.2 Total length: 8'-1.5"; Clear span: T-10.5"; Volume = 2.2 cu.ft. Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 91 Fv' = 207 psi fv/Fv' = 0.44 Bending(+) fb = 1034 Fb' = 1056 psi fb/Fb' = 0. 98 Dead Defl'n 0.03 = < L/999 Live Defl'n 0.08 = < L/999 0.27 = L/360 in 0.30 Total Defl'n 0.11 = L/870 0.40 = L/240 in 0.28 ❑ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 1_3 Header WoodWorks®Sizer 2019 (Update 4) Page 2 Additional Data: FACTORS: F/E (psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 850 1.15 1.00 1.00 0. 982 1.100 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + S Bending(+) : LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing Support 1 - LC #2 = D + S Support 2 - LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 3180, V design = 2386 lbs; M(+) = 6360 lbs-ft EIy = 664.44 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Lateral stability(+) : Lu = 8' Le = 15'-10.25" RB = 13.2 Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Robinett Plan 3083 WoodWorks' 14 Header Aug. 4, 2022 14:24 MOM ft Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full UDL 255.0 plf SL Snow Full UDL 650.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 6'-1.26" 0' 6' Unfactored: Dead 778 778 Snow 1984 1984 Factored: Total 2763 2763 Bearing: Capacity Beam 2763 2763 Support 3059 3059 Des ratio Beam 1.00 1 .00 Support 0. 90 0 . 90 Load comb #2 #2 Length 1.26 1 .26 Min req'd 1.26 1 .26 Cb 1.00 1 .00 Cb min 1.00 1 .00 Cb support 1. 11 1 .11 Fcp sup 625 625 Lumber-soft, D.Fir-L (N), No.1/No.2, 4x10 (3-1/2"x9-1/4") Supports: All -Timber-soft Beam, D.Fir-L (N) No.2 Total length: 6-1.25"; Clear span: 5'-10.75"; Volume = 1.4 cu.ft. Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. ❑ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 1_4 Header WoodWorks®Sizer 2019 (Update 4) Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 91 Fv' = 207 psi fv/Fv' = 0.44 Bending(+) fb = 979 Fb' = 1160 psi fb/Fb' = 0.84 Dead Defl'n 0.02 = < L/999 Live Defl'n 0.05 = < L/999 0.20 = L/360 in 0.26 Total Defl'n 0.07 = < L/999 1 0.30 = L/240 in 0.24 Additional Data: FACTORS: F/E (psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 850 1.15 1.00 1.00 0. 989 1.200 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + S Bending(+) : LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing Support 1 - LC #2 = D + S Support 2 - LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 2715, V design = 1970 lbs; M(+) = 4073 lbs-ft EIy = 369.34 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Lateral stability(+) : Lu = 6' Le = 12 '-1.13" RB = 10.5 Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Robinett Plan 3083 WOOdWorks' 16 Header Aug. 4, 2022 14:32 MOM ft Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full UDL 225.0 plf SL Snow Full UDL 570.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 2'-6.5" 0' 2'-6" Unfactored: Dead 286 286 Snow 724 724 Factored: Total 1010 1010 Bearing: Capacity Beam 1094 1094 Support 1211 1211 Des ratio Beam 0. 92 0 . 92 Support 0.83 0 .83 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1 .00 Cb min 1.00 1 .00 Cb support 1.11 1 .11 Fcp sup 625 625 *Minimum bearing length setting used: 1/2"for end supports Lumber-soft, D.Fir-L (N), No.1/No.2, 4x6 (3-1/2"x5-1/2") Supports: All -Timber-soft Beam, D.Fir-L (N) No.2 Total length: 2'-6.5"; Clear span: 2'-5.5"; Volume = 0.3 cu.ft. Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. ❑ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 1_6 Header WoodWorks®Sizer 2019 (Update 4) Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 48 Fv' = 207 psi fv/Fv' = 0.23 Bending(+) fb = 422 Fb' = 1271 psi fb/Fb' = 0.33 Dead Defl'n 0.00 = < L/999 Live Defl'n 0.01 = < L/999 0.08 = L/360 in 0.08 Total Defl'n 0.01 = < L/999 1 0.13 = L/240 in 0.07 Additional Data: FACTORS: F/E (psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 850 1.15 1.00 1.00 1.000 1.300 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1. 6 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + S Bending(+) : LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing Support 1 - LC #2 = D + S Support 2 - LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 994, V design = 613 lbs; M(+) = 621 lbs-ft EIy = 77.64 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Robinett Plan 3083 WoodWorks' 22 Floor Joist Aug. 4, 2022 14:54 MOM ft Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full Area 20.00 (16.0") psf LL Live Full UDL 40.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 18'-0.99" 0' 18' Unfactored: Dead 241 241 Live 362 362 Factored: Total 603 603 Bearing: Capacity Joist 603 603 Support 1163 1163 Des ratio Joist 1.00 1 .00 Support 0.52 0 .52 Load comb #2 #2 Length 0. 99 0 . 99 Min req'd 0. 99 0 . 99 Cb 1.00 1 .00 Cb min 1.00 1 .00 Cb support 1.25 1 .25 Fcp sup 625 625 Lumber-soft, Hem-Fir (N), No.1/No.2, 2x12 (1-1/2"x11-1/4") Supports: All -Timber-soft Beam, D.Fir-L (N) No.2 Floor joist spaced at 16.0" c/c; Total length: 18'-1.0"; Clear span: 17'-11.0"; Volume =2.1 cu.ft. Lateral support:top = continuous, bottom = at supports; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NHS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 48 Fv' = 145 psi fv/Fv' = 0.33 Bending(+) fb = 1024 Fb' = 1150 psi fb/Fb' = 0.89 Dead Defl'n 0.11 = < L/999 Live Defl'n 0.33 = L/651 0 . 60 = L/360 in 0.55 Total Defl'n 0.44 = L/488 0 . 90 = L/240 in 0.49 ❑ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 2_2 Floor Joist WoodWorks®Sizer 2019 (Update 4) Page 2 Additional Data: FACTORS: F/E (psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 145 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 1000 1.00 1.00 1.00 1.000 1.000 - 1.15 1.00 1.00 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+) : LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) Bearing Support 1 - LC #2 = D + L Support 2 - LC #2 = D + L D=dead L=live All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 600, V design = 535 lbs; M(+) = 2700 lbs-ft EIy = 284.76 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow...) Total deflection = 0.5 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Robinett Plan 3083 WOOdWorks' 2_5 GLB Aug. 4, 2022 15:07 MOM ft Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full UDL 585.0 plf LL Live Full UDL 320.0 plf SL Snow Full UDL 875.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) i 23'-5.21" 0' 23' Unfactored: Dead 6854 6854 Live 3749 3749 Snow 10252 10252 Factored: Total 17356 17356 Bearing: Capacity Beam 17356 17356 Support 17910 17910 Des ratio Beam 1.00 1 .00 Support 0. 97 0 . 97 Load comb #3 #3 Length 5.21 5.21 Min req'd 5.21 5.21 Cb 1.00 1 .00 Cb min 1.00 1 .00 Cb support 1.07 1 .07 Fcp sup 625 625 Glulam-Unbalan., West Species, 24F-1.8E WS, 5-1/8"x25-1/2" Supports: All -Timber-soft Beam, D.Fir-L (N) No.2 Total length: 23'-5.19"; Clear span: 22'-6.81"; Volume = 21.3 cu.ft.; 17 laminations, 5-1/8" maximum width, Lateral support:top = continuous, bottom = at supports; This section PASSES the design code check. ❑ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 2_5 GLB WoodWorks®Sizer 2019 (Update 4) Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 156 Fv' = 305 psi fv/Fv' = 0.51 Bending(+) fb = 2116 Fb' = 2536 psi fb/Fb' = 0.83 Dead Defl'n 0.29 = L/955 Live Defl'n 0.44 = L/623 0.77 = L/360 in 0.58 Total Defl'n 0.73 = L/377 1 1.15 = L/240 in 0. 64 Additional Data: FACTORS: F/E (psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fb'+ 2400 1.15 1.00 1.00 1.000 0.919 - - 1.00 1.00 - 3 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 3 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 3 CRITICAL LOAD COMBINATIONS: Shear : LC #3 = D + 0.75 (L + S) Bending(+) : LC #3 = D + 0.75 (L + S) Deflection: LC #3 = D + 0.75 (L + S) (live) LC #3 = D + 0.75 (L + S) (total) Bearing Support 1 - LC #3 = D + 0.75 (L + S) Support 2 - LC #3 = D + 0.75 (L + S) D=dead L=live S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 17034, V design = 13565 lbs; M(+) = 97948 lbs-ft EIy = 12746 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow...) Total deflection = 0.5 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012 4. GLULAM: bxd =actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). Robinett Plan 3083 WoodWorks' 2_6 GLB Aug. 4, 2022 15:16 MOM Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full UDL 240.0 plf LL Live Full UDL 480.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 16'-1.74" 0' 16' Unfactored: Dead 1937 1937 Live 3875 3875 Factored: Total 5812 5812 Bearing: Capacity Beam 5812 5812 Support 5998 5998 Des ratio Beam 1.00 1 .00 Support 0. 97 0 . 97 Load comb #2 #2 Length 1.74 1 .74 Min req'd 1.74 1 .74 Cb 1.00 1 .00 Cb min 1.00 1 .00 Cb support 1.07 1 .07 Fcp sup 625 625 Glulam-Unbalan., West Species, 24F-1.8E WS, 5-1/8"x12" Supports: All -Timber-soft Beam, D.Fir-L (N) No.2 Total length: 16'-1.75"; Clear span: 15'-10.25"; Volume = 6.9 cu.ft.; 8 laminations, 5-1/8" maximum width, Lateral support:top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis value Design value Unit Analysis/Design Shear fv = 122 Fv' = 265 psi fv/Fv' = 0.46 Bending(+) fb = 2248 Fb' = 2400 psi fb/Fb' = 0. 94 Dead Defl'n 0.13 = < L/999 Live Defl'n 0.53 = L/360 0 .53 = L/360 in 1.00 Total Defl'n 0. 67 = L/288 0 .80 = L/240 I in 0.83 ❑ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 2_6 GLB WoodWorksO Sizer 2019 (Update 4) Page 2 Additional Data: FACTORS: F/E (psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.00 1.00 1 .00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1 .00 1 .000 1. 000 - - 1.00 1.00 - 2 Fcp' 650 - 1.00 1 .00 - - - - 1.00 - - - E' 1.8 million 1.00 1 .00 - - - - 1.00 - - 2 Eminy' 0. 85 million 1.00 1 .00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+) : LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) Bearing Support 1 - LC #2 = D + L Support 2 - LC #2 = D + L D=dead L=live All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3. 1 CALCULATIONS: V max = 5760, V design = 4988 lbs; M(+) = 23040 lbs-ft EIy = 1328.38 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow...) Total deflection = 0.5 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). Robinett Plan 3083 WoodWorks' 2_7 Beam Aug. 4, 2022 15:42 MOM ft Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full UDL 280.0 plf LL Live Full UDL 560.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 7'-1.37" 0' 7' Unfactored: Dead 996 996 Live 1992 1992 Factored: Total 2988 2988 Bearing: Capacity Beam 2988 2988 Support 3308 3308 Des ratio Beam 1.00 1 .00 Support 0. 90 0 . 90 Load comb #2 #2 Length 1.37 1 .37 Min req'd 1.37 1 .37 Cb 1.00 1 .00 Cb min 1.00 1 .00 Cb support 1.11 1 .11 Fcp sup 625 625 Lumber-soft, D.Fir-L (N), No.1/No.2, 4x12 (3-1/2"x11-1/4") Supports: All -Timber-soft Beam, D.Fir-L (N) No.2 Total length: 7'-1.38"; Clear span: 6'-10.63"; Volume = 1.9 cu.ft. Lateral support:top = continuous, bottom = at supports; This section PASSES the design code check. ❑ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 2_7 Beam WoodWorks®Sizer 2019 (Update 4) Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 80 Fv' = 180 psi fv/Fv' = 0.45 Bending(+) fb = 836 Fb' = 935 psi fb/Fb' = 0.89 Dead Defl'n 0.01 = < L/999 Live Defl'n 0.05 = < L/999 0.23 = L/360 in 0.20 Total Defl'n 0.06 = < L/999 1 0.35 = L/240 in 0.16 Additional Data: FACTORS: F/E (psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.100 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+) : LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) Bearing Support 1 - LC #2 = D + L Support 2 - LC #2 = D + L D=dead L=live All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 2940, V design = 2105 lbs; M(+) = 5145 lbs-ft EIy = 664.44 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow...) Total deflection = 0.5 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Robinett Plan 3083 WoodWorks" 2_8 Garage Header Aug. 4, 2022 15:41 ' 1 Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full UDL 60.0 plf SL Snow Full UDL 160.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 16-0.51" 0' 16' Unfactored• Dead 481 481 Snow 1283 1283 Factored: Total 1765 1765 Bearing: Capacity Beam 1765 1765 Support 1885 1885 Des ratio Beam 1.00 1.00 Support 0. 94 0. 94 Load comb #2 #2 Length 0.51 0.51 Min req'd 0.51 0.51 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 Timber-soft, D.Fir-L (N), No.2, 6x12 (5-1/2"x11-1/2") Supports: All - Timber-soft Beam, D.Fir-L (N) No.2 Total length: 16'-0.5"; Clear span: 15'-11.5"; Volume = 7.0 cu.ft.; Beam or stringer Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 37 Fv' = 195 psi fv/Fv' = 0.19 Bending(+) fb = 697 Fb' = 991 psi fb/Fb' = 0.70 Dead Defl'n 0.10 = < L/999 Live Defl'n 0.26 = L/737 0.53 = L/360 in 0.49 11 Total Defl'n 0.36 = L/536 0.80 = L/240 in 0.45 ❑ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 2_8 Garage Header WoodWorks®Sizer 2019 (Update 4) Page 2 Additional Data: FACTORS: F/E (psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 875 1.15 1.00 1.00 0. 985 1.000 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + S Bending(+) : LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing Support 1 - LC #2 = D + S Support 2 - LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 1760, V design = 1544 lbs; M(+) = 7040 lbs-ft EIy = 906.17 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Lateral stability(+) : Lu = 16' Le = 29'-5.25" RB = 11.6 Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Robinett Plan 3083 WoodWOrks 29 Beam Aug. 4, 2022 17:08 ' 1 Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full UDL 90.0 plf SL Snow Full UDL 230.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 16'-0.75" 0' 16' Unfactored• Dead 723 723 Snow 1847 1847 Factored: Total 2570 2570 Bearing: Capacity Beam 2570 2570 Support 2745 2745 Des ratio Beam 1.00 1.00 Support 0. 94 0. 94 Load comb #2 #2 Length 0.75 0.75 Min req'd 0.75 0.75 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 Timber-soft, D.Fir-L (N), No.2, 6x12 (5-1/2"x11-1/2") Supports: All - Timber-soft Beam, D.Fir-L (N) No.2 Total length: 16'-0.75"; Clear span: 15'-11.25"; Volume = 7.1 cu.ft.; Beam or stringer Lateral support: top = continuous, bottom = at supports; This section FAILS the design check WARNING: This section violates the following design criteria: Bending Analysis vs. Allowable Stress and Deflection using NDs 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 53 Fv' = 195 psi fv/Fv' = 0.27 Bending(+) fb = 1014 Fb' = 1006 psi fb/Fb' = 1.01 Dead Defl'n 0.15 = < L/999 Live Defl'n 0.37 = L/513 0.53 = L/360 in 0.70 Total Defl'n 0.52 = L/368 0.80 = L/240 in 0. 65 ❑ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 2_9 Beam WoodWorks®Sizer 2019 (Update 4) Page 2 Additional Data: FACTORS: F/E (psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 875 1.15 1.00 1.00 1.000 1.000 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + S Bending(+) : LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing Support 1 - LC #2 = D + S Support 2 - LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 2560, V design = 2243 lbs; M(+) = 10240 lbs-ft EIy = 906.17 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Robinett Plan 3083 WOOdWorks' 210 Beam Aug. 4, 2022 17:15 MOM ft Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full UDL 185.0 plf LL Live Full UDL 120.0 plf SL Snow Full UDL 120.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 13'-0.69" 0' 13' Unfactored: Dead 1208 1208 Live 783 783 Snow 783 783 Factored: Total 2383 2383 Bearing: Capacity Beam 2383 2383 Support 2546 2546 Des ratio Beam 1.00 1 .00 Support 0. 94 0 . 94 Load comb #3 #3 Length 0. 69 0 . 69 Min req'd 0. 69 0 . 69 Cb 1.00 1 .00 Cb min 1.00 1 .00 Cb support 1.07 1 .07 Fcp sup 625 625 Timber-soft, D.Fir-L (N), No.2, 6x12 (5-1/2"x11-1/2") Supports: All - Timber-soft Beam, D.Fir-L (N) No.2 Total length: 13'-0.69"; Clear span: 12'-11.31"; Volume = 5.7 cu.ft.; Beam or stringer Lateral support:top = continuous, bottom = at supports; This section PASSES the design code check. ❑ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 2_10 Beam WoodWorks®Sizer 2019 (Update 4) Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 48 Fv' = 195 psi fv/Fv' = 0.24 Bending(+) fb = 763 Fb' = 1006 psi fb/Fb' = 0.76 Dead Defl'n 0.13 = < L/999 Live Defl'n 0.13 = < L/999 0.43 = L/360 in 0.29 Total Defl'n 0.26 = L/602 1 0. 65 = L/240 in 0.40 Additional Data: FACTORS: F/E (psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 3 Fb'+ 875 1.15 1.00 1.00 1.000 1.000 - 1.00 1.00 1.00 3 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 3 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 3 CRITICAL LOAD COMBINATIONS: Shear : LC #3 = D + 0.75 (L + S) Bending(+) : LC #3 = D + 0.75 (L + S) Deflection: LC #3 = D + 0.75 (L + S) (live) LC #3 = D + 0.75 (L + S) (total) Bearing Support 1 - LC #3 = D + 0.75 (L + S) Support 2 - LC #3 = D + 0.75 (L + S) D=dead L=live S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 2373, V design = 2012 lbs; M(+) = 7711 lbs-ft EIy = 906.17 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow...) Total deflection = 0.5 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Robinett Plan 3083 WoodWorks' 2_11 Header Aug. 4, 2022 19:47 MOM ft Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full UDL 595.0 plf LL Live Full UDL 400.0 plf SL Snow Full UDL 895.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 6'-1.39" 0' 6' Unfactored: Dead 1820 1820 Live 1223 1223 Snow 2737 2737 Factored: Total 4790 4790 Bearing: Capacity Beam 4790 4790 Support 5116 5116 Des ratio Beam 1.00 1 .00 Support 0. 94 0 . 94 Load comb #3 #3 Length 1.39 1 .39 Min req'd 1.39 1 .39 Cb 1.00 1 .00 Cb min 1.00 1 .00 Cb support 1.07 1 .07 Fcp sup 625 625 Timber-soft, D.Fir-L (N), No.2, 6x12 (5-1/2"x11-1/2") Supports: All -Timber-soft Beam, D.Fir-L (N) No.2 Total length: 6'-1.38"; Clear span: 5-10.63"; Volume = 2.7 cu.ft.; Beam or stringer Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. ❑ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 2_11 Header WoodWorks®Sizer 2019 (Update 4) Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 74 Fv' = 195 psi fv/Fv' = 0.38 Bending(+) fb = 698 Fb' = 1001 psi fb/Fb' = 0.70 Dead Defl'n 0.02 = < L/999 Live Defl'n 0.03 = < L/999 0.20 = L/360 in 0.16 Total Defl'n 0.05 = < L/999 1 0.30 = L/240 in 0.17 Additional Data: FACTORS: F/E (psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 3 Fb'+ 875 1.15 1.00 1.00 0. 994 1.000 - 1.00 1.00 1.00 3 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 3 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 3 CRITICAL LOAD COMBINATIONS: Shear : LC #3 = D + 0.75 (L + S) Bending(+) : LC #3 = D + 0.75 (L + S) Deflection: LC #3 = D + 0.75 (L + S) (live) LC #3 = D + 0.75 (L + S) (total) Bearing Support 1 - LC #3 = D + 0.75 (L + S) Support 2 - LC #3 = D + 0.75 (L + S) D=dead L=live S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 4699, V design = 3107 lbs; M(+) = 7048 lbs-ft EIy = 906.17 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow...) Total deflection = 0.5 dead + "live" Lateral stability(+) : Lu = 6' Le = 12 '-4.31" RB = 7.5 Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Robinett Plan 3083 WoodWorks' 2_12 Header Aug. 4, 2022 20:07 MOM ft Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full UDL 270.0 plf LL Live Full UDL 320.0 plf SL Snow Full UDL 80.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 7'-0.95" 0' 7' Unfactored: Dead 956 956 Live 1133 1133 Snow 283 283 Factored: Total 2088 2088 Bearing: Capacity Beam 2088 2088 Support 2312 2312 Des ratio Beam 1.00 1 .00 Support 0. 90 0 . 90 Load comb #2 #2 Length 0. 95 0 . 95 Min req'd 0. 95 0 . 95 Cb 1.00 1 .00 Cb min 1.00 1 .00 Cb support 1. 11 1 .11 Fcp sup 625 625 Lumber-soft, D.Fir-L (N), No.1/No.2, 4x10 (3-1/2"x9-1/4") Supports: All -Timber-soft Beam, D.Fir-L (N) No.2 Total length: 7'-0.94"; Clear span: 6'-11.06"; Volume = 1.6 cu.ft. Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. ❑ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 2_12 Header WoodWorks®Sizer 2019 (Update 4) Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 74 Fv' = 180 psi fv/Fv' = 0.41 Bending(+) fb = 869 Fb' = 1009 psi fb/Fb' = 0.86 Dead Defl'n 0.04 = < L/999 Live Defl'n 0.04 = < L/999 0.23 = L/360 in 0.19 Total Defl'n 0.08 = < L/999 1 0.35 = L/240 in 0.24 Additional Data: FACTORS: F/E (psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 0. 989 1.200 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 3 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 3 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+) : LC #2 = D + L Deflection: LC #2 = D + L (live) LC #3 = D + 0.75 (L + S) (total) Bearing Support 1 - LC #2 = D + L Support 2 - LC #2 = D + L D=dead L=live S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 2065, V design = 1587 lbs; M(+) = 3614 lbs-ft EIy = 369.34 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow...) Total deflection = 0.5 dead + "live" Lateral stability(+) : Lu = 7 ' Le = 13'-8.69" RB = 11.2 Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Robinett Plan 3083 WOOdWorks' 213 Header Aug. 4, 2022 20:18 MOM ft Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full UDL 170.0 plf LL Live Full UDL 120.0 plf SL Snow Full UDL 80.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 5-0.5" 0' 5' Unfactored: Dead 429 429 Live 303 303 Snow 202 202 Factored: Total 807 807 Bearing: Capacity Beam 1094 1094 Support 1211 1211 Des ratio Beam 0.74 0 .74 Support 0. 67 0 . 67 Load comb #3 #3 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1 .00 Cb min 1.00 1 .00 Cb support 1. 11 1 .11 Fcp sup 625 625 'Minimum bearing length setting used: 1/2"for end supports Lumber-soft, D.Fir-L (N), No.1/No.2, 4x6 (3-1/2"x5-1/2") Supports: All -Timber-soft Beam, D.Fir-L (N) No.2 Total length: 5'-0.5"; Clear span: 4'-11.5"; Volume = 0.7 cu.ft. Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. ❑ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 2_13 Header WoodWorks®Sizer 2019 (Update 4) Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 46 Fv' = 180 psi fv/Fv' = 0.25 Bending(+) fb = 616 Fb' = 1105 psi fb/Fb' = 0.56 Dead Defl'n 0.03 = < L/999 Live Defl'n 0.03 = < L/999 0.17 = L/360 in 0.16 Total Defl'n 0.06 = < L/999 1 0.25 = L/240 in 0.23 Additional Data: FACTORS: F/E (psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.300 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1. 6 million 1.00 1.00 - - - - 1.00 1.00 3 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+) : LC #2 = D + L Deflection: LC #3 = D + 0.75 (L + S) (live) LC #3 = D + 0.75 (L + S) (total) Bearing Support 1 - LC #3 = D + 0.75 (L + S) Support 2 - LC #3 = D + 0.75 (L + S) D=dead L=live S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 725, V design = 586 lbs; M(+) = 906 lbs-ft EIy = 77.64 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow...) Total deflection = 0.5 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. WoodWorks 2 14 Post Aug. 4, 2022 20:31 Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End PDL Dead Axial (Ecc. = 0.00") 6855 lbs PLL Live Axial (Ecc. = 0.00") 10500 lbs Reactions (lbs): o m 0' 9' Unfactored• Lateral: Dead Live Axial: Dead 6855 6855 Live 10500 10500 Factored: L->R Load comb #1 #1 Timber-soft, D.Fir-L (N), No.2, 6x6 (5-1/2"x5-1/2") Support: Non-wood Total length: 9'; Volume = 1.9 cu.ft.; Post or timber Pinned base; Ke x Lb: 1.0 x 9.0 = 9.0 ft; Ke x Ld: 1.0 x 9.0 = 9.0 ft; This section FAILS the design check WARNING: This section violates the following design criteria: Axial Analysis vs. Allowable Stress and Deflection using NDs 2018 : Criterion Analysis Val!j:tFc1* gn Value Unit Analysis/Design Axial fc = 574 = 559 psi fc/Fc' = 1.03 Axial Bearing fc = 574 = 700 psi fc/Fc* = 0.82* *Column requires a bearing plate at top as per NDS 3.10.1.3 ❑ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 2_14 Post WoodWorksO Sizer 2019 (Update 4) Page 2 Additional Data: FACTORS: F/E (psi) CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 700 1.00 1.00 1 .00 0 .799 1. 000 - - 1.00 1.00 2 Fc* 700 1.00 1.00 1 .00 - 1. 000 - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Axial : LC #2 = D + L D=dead L=live All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3. 1 Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. Robinett Plan 3083 WoodWorks" 32 Beam Aug. 4, 2022 20:48 ' 1 Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full UDL No 760.0 plf LL Live Full UDL Yes 1200.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 12'-1.6" 0' 4' 8' 12' Unfactored• Dead 1267 3344 3344 1267 Live 2240 5760 5760 2240 Factored: Total 3507 9104 9104 3507 Bearing: Capacity Beam 3507 9104 9104 3507 Support 3883 9171 9171 3883 Des ratio Beam 1.00 1.00 1.00 1.00 Support 0.90 0. 99 0.99 0. 90 Load comb #7 #5 #8 #7 Length 1.60 3.79 3.79 1. 60 Min req'd 1.60 3.79 3.79 1. 60 Cb 1.00 1.10 1.10 1.00 Cb min 1.00 1.10 1.10 1.00 Cb support 1.11 1.11 1.11 1.11 Fcp sup 625 625 625 625 Lumber-soft, D.Fir-L (N), No.1/No.2, 4x10 (3-1/2"x9-1/4") Supports: All - Timber-soft Beam, D.Fir-L (N) No.2 Total length: 12'-1.63"; Clear span: 3'-9.31", 3'-8.19", 3-9.31"; Volume = 2.7 cu.ft. Lateral support: top = continuous, bottom = at end supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 139 Fv' = 180 psi fv/Fv' = 0.77 Bending(+) fb = 699 Fb' = 1020 psi fb/Fb' = 0. 69 Bending(-) fb = 831 Fb' = 1000 psi fb/Fb' = 0.83 Dead Defl'n 0.01 = < L/999 Live Defl'n 0.01 = < L/999 0.13 = L/360 in 0.11 Total Defl'n 0.02 = < L/999 0.20 = L/240 in 0.10 F-1 � WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 3_2 Beam WoodWorksO Sizer 2019 (Update 4) Page 2 Additional Data: FACTORS: F/E (psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.00 1.00 1 .00 - - - - 1.00 1.00 5 Fb'+ 850 1.00 1.00 1 .00 1 .000 1.200 - 1. 00 1.00 1.00 7 Fb'- 850 1.00 1.00 1 .00 0 . 980 1.200 - 1. 00 1.00 1.00 5 Fcp' 625 - 1.00 1 .00 - - - - 1.00 1.00 - E' 1. 6 million 1.00 1 .00 - - - - 1.00 1.00 7 Emin' 0.58 million 1.00 1 .00 - - - - 1.00 1.00 7 CRITICAL LOAD COMBINATIONS: Shear : LC #5 = D + L (pattern: LL_) Bending(+) : LC #7 = D + L (pattern: L_L) Bending(-) : LC #5 = D + L (pattern: LL_) Deflection: LC #7 = D + L (pattern: L_L) (live) LC #7 = D + L (pattern: L_L) (total) Bearing Support 1 - LC #7 = D + L (pattern: L_L) Support 2 - LC #5 = D + L (pattern: LL_) Support 3 - LC #8 = D + L (pattern: _LL) Support 4 - LC #7 = D + L (pattern: L_L) D=dead L=live All LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, -no pattern load in this span Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3. 1 CALCULATIONS: V max = 4784, V design = 3003 lbs; M(+) = 2907 lbs-ft; M(-) = 3456 lbs-ft EIy = 369.34 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow...) Total deflection = 0.5 dead + "live" Lateral stability (-) : Lu = 12 ' Le = 22 '-0. 94" RB = 14. 1; Lu based on full span Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 2018 Washington State Energy Code—Residential Prescriptive Energy Code Compliance for All Climate Zones in Washington Single Family—New&Additions effective February 1,2021 Version 1.2 These requirements apply to all IRC building types, including detached one- and two-family dwellings and multiple single-family dwellings(townhouses). Project Information ____ � F—Contact Information 3038 Brid emont Plan Sarah U lin er Instructions:This single-family project will use the requirements of the Prescriptive Path below and incorporate the minimum values listed. Based on the size of the structure,the appropriate number of additional credits are checked as chosen by the permit applicant. Provide all information from the following tables as building permit drawings:Table R402.1-Insulation and Fenestration Requirements by Component,Table R406.2-Fuel Normalization Credits and 406.3-Energy Credits. Authorized Representative Date ;06/29/2023 All Climate Zones(Table R402.1.1) R-Value a U-Factor e Fenestration U-Factor b n/a 0.30 Skylight U-Factor b n/a 0.50 Glazed Fenestration SHGC bje n/a n/a Ceiling E 49 _ 0.026 Wood Frame Wall 9-h 21 int 0.056 Floor 30 0.029 Below Grade Wall c.h 10/15/21 int+TB 0.042 Slab • R-Value&Depth 10,2 ft n/a R-values are minimums.U-factors and SHGC are maximums.When insulation is installed in a cavity that is less a than the label or design thickness of the insulation,the compressed R-value of the insulation from Appendix Table A101.4 shall not be less than the R-value specified in the table. b The fenestration U-factor column excludes skylights. "10/15/21+5TB"means R-10 continuous insulation on the exterior of the wall,or R-15 continuous insulation on the interior of the wall,or R-21 cavity insulation plus a thermal break between the slab and the basement wall at c the interior of the basement wall."10/15/21+5TB"shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "5TB" means R-5 thermal break between floor slab and basement wall. d R-10 continuous insulation is required under heated slab on grade floors.See Section R402.2.9.1. For single rafter-or joist-vaulted ceilings,the insulation may be reduced to R-38 if the full insulation depth e extends over the top plate of the exterior wall. R-7.5 continuous insulation installed over an existing slab is deemed to be equivalent to the required perimeter f slab insulation when applied to existing slabs complying with Section R503.1.1. If foam plastic is used,it shall meet the requirements for thermal barriers protecting foam plastics. For log structures developed in compliance with Standard ICC 400,log walls shall meet the requirements for g climate zone 5 of ICC 400. Int.(intermediate framing)denotes framing and insulation as described in Section A103.2.2 including standard h framing 16 inches on center,78%of the wall cavity insulated and headers insulated with a minimum of R-10 insulation. Prescriptive Path—Single Family 2018 Washington State Energy Code-R 1 2018 Washington State Energy Code-Residential Prescriptive Energy Code Compliance for All Climate Zones in Washington Single Farrtily-New&Additlorts(effective February 1',`2021). Each dwelling unit in a residential building shall comply with sufficient options from Table R406.2(fuel normalization credits)and Table 406.3(energy credits)to achieve the following minimum number of credits.To claim this credit,the building permit drawings shall specify the option selected and the maximum tested building air leakage,and show the qualifying ventilation system and its control sequence of operation. 1. Small Dwelling Unit:3 credits Dwelling units less than 1,500 sf in conditioned floor area with less than 300 sf of fenestration area. Additions to existing building that are greater than 500 sf of heated floor area but less than 1,500 sf. 2. Medium Dwelling Unit:6 credits All dwelling units that are not included in#1 or#3 3. Large Dwelling Unit:7 credits Dwelling units exceeding 5,000 sf of conditioned floor area 4. Additions less than 500 square feet: 1.5 credits All other additions shall meet 1-3 above Before selecting your credits on this Summary table,review the details in Table 406.3(Single Family),on page 4. ----...-....--........................................ ------ - ---.._...-.....__-.....I.._.........._.__.... _.._....----------- --- Summary of Table R406.2 and 406.3 Heatiwi 1 Credits-select ONE Fuel Normalization Descriptions User Notes Options- heating option 1 (Combustion heating minimum NAECAb 0.0 _._._._._.........._........_ . ........._._......_........ _..._._..--- ------------ -......._. _.....__.........._._..-----.... - 2 (Heat pump` --- 1.0 [•� --._.._...._._........._........ -------'--..__.._..._.._...._....._.._....._..........................------ 3 Electric resistance heat only-furnace or zonal -1.0 4 DHP with zonal electric resistance er o tion 3.4 0.5 _._........._._..........�...-----------------..._.._..._........._p.......p.._... .. ................._..------------- -- - 5 All other heating systems ---------------..._...._.-1.0.................i...._...........- ----._.._..___._..__.._..t,._......_...-acing y-- Energy Credits-select ONE Op tions[[ Energy Credit Option Descriptions energy option from each f -.-._ .............._....._._._.....-- - ------ category 1.1 I Efficient Building Envelope 0.5 3- -... .. .� - --------- ----------'----- ....__ .._ ....- ---....... 4---- 1.2 ?EfficientBuildingEnvelope-- - ---1.0 _.._....�._..._ . .--.-.-.-- 1.3 'Efficient Building Envelope 0.5 - 1.4 Efficient Building Envelope 1.0 ..._........_.._._._........_------------ r----._....._-_.... 1.5 I Efficient Building Envelope- - 2.0 }}' 1.6 Efficient Building Envelope 3.0 1.7 Efficient Building Envelope 0.5 2.1 Air Leakage Control and Efficient Ventilation E 0.5 2.2 (Air Leakage.Control and Efficient Ventilation -_1.0 2.3 !Air Leakage Control and Efficient Ventilation _ 1.5 j ! 2.4 'Air Leakage Control and Efficient Ventilation 2.0 l-- - - ...._.... . . ....... -- - -- ---- 3.13 High Efficiency HVAC 1.0 [] 3.2 High Efficiency HVAC - 1.0 3.3a High Efficiency HVAC 1.5 i ....................... ..-- -------- ----- ---- .._...._...._._._.__._............._...._..._......_.._......_.__.._..-- ------ 3.4 High Efficiency HVAC_- 1.5 i....................--._...--.-.___-- --..._._.._._._.__....... ...._._._._......... -- ------- - --._....._..._._...._. .............- r 3.5.1 High Efficiency HVAC 1.5 ----------------- -.........--_. ...__ . ........... - --- --- --- --..._........._.._....v......_..._..-�-- 3.5.2 High Efficiency HVAC 1.5 3.61 11-ligh Efficiency HVAC l 2.0 4.1 !!High Efficiency HVAC Distribution.System 0.5 4.2 High Efficiency HVAC Distribution System 1.0 Prescriptive Path--Single Family 2018 Washington State Energy Code-R 2 2018 Washington State Energy Code—Residential Prescriptive Energy Cade Compliance for All Climate Zones in Washington 'Single Family' New&Additions(effective kbruary 1,`2021) s Summary of Table 11406.2(cont.) Energy ; Credits-select ONE 3 Energy Credit Option Descriptions(coot.) energy option from User NotesOptions each cate or d -------- - ----- - - - - -- --.. ------ g.........y........-....! .........._...-------- --- 5.1d I1 fficient Water Heating,_._......_...._..._._............._...._......-._.._..----I---0.5 _._..._._...... .E _._.... ........ 3 5.2 !Efficient Water Heating__..__..._._....._ -..._...-.......---... ------�.----._..__......._._..._.._.._._...._..__......--- --- ....._._........__... ------+---- -- 5.3 Efficient Water Heating 1.0 5.4 Efficient Water Heating 1.5 5.5 !Efficient Water Heating 2.0 ....... 5.6 [] „.jEfficient Water Heating 2.5....._.... 1.... ........... 6.1 Renewable Electric Energy(3 credits max) 1 1.0 e I _ _......--- ..-- —..—.....__.., 7.1 Appliance Package- --- - -------� 0.5 I_...._. �........ Total Credlts1 _----- F,,ulate Total Clear Form a. An alternative heating source sized at a maximum of 0.5 W/sf(equivalent)of heated floor area or 500 W, whichever is bigger,may be installed in the dwelling unit. b. Equipment listed in Table C403.3.2(4)or C403.3.2(5) c. Equipment listed in Table C403.3.2(1)or C403.3.2(2) d. You cannot select more than one option from any category EXCEPT in category S.Option 5.1 may be combined with options 5.2 through 5.6.See Table 406.3. e. 1.0 credit for each 1,200 kWh of electrical generation provided annually,up to 3 credits max. See the complete Table 11406.2 for all requirements and option descriptions. f. Use the single radiobutton in the upper right of the second column to deselect radiobuttons in that group. Pie ase print on)y pages;:'[...throtagfi::°3:oft�is::vuoi ksheet`for submissan t yaur:Eauildtng official: For Building Officials Only Prescriptive Path-Single Family 2018 Washington State Energy Code-R 3 Window, Skylight and Door Schedule Project Information Contact Information 3038Brid emont Sarah Uplinger 425 490-2205 Width Height Ref. U-factor Qt. Feet in'h Feet Inch Area UA Exempt Swinging Door(24 sq. ft. max.) I 0.0 0.00 Exempt Glazed Fenestration (15 sq.ft. max.) 0.01 0.00 Vertical Fenestration (Windows and doors) Component Width Height Description Ref. U-factor Qt. Feet Inch Feet Inch Area UA FNTRY 0.28 2 1 6 5 fl 17.0 4.76 ENTRY 0.28 1< 7 ° ° 7.0 1.96 �ATN 0.28 1 2 ° 3 ° 8.8 2.45 FLEX'#1 0.28 1' 7 ° 5 ° 35.0 9.80 DINING 0.28 1 5 ° 6 ° 30.0 8.40 DINING 0.28 1 5 ° 6 ° 30.0 8.40 gI WING'SGD 0.28 1' 6 ° 7 " 46.0 12.88 GREAT<ROOM 0.28 1; 6 ° 6 ° 36.0 10.08 GREAT:ROOM 0.28 1 6 ° 6' ° 36.0 10.08 GREAT ROOM 0.28 2 2 ° 5` ° 20.0 5.60 STAIRS 0.28 2 2 6 5;' ° ` 25.0 7.00 STAIRS 0.28 2 2 12.5 3.50 BONUS ROOM 0.28 1 8 ° 5" ° 40.0 11.20 FLEX#2 0.28 1 6 ° 3 6 21.0 5.88 BED#2 0.28 1 6 ° 3 s 21.0 5.88 BED#3 0.28 1 6 ° 4` ° 24.0 6.72 PRIMARY BATH 0.28. 1 4 ° 4 ° 16.0 4.48 PRIMARY BED 0 28 1 8 ° 4 ° 32,0 8.96 PRIMARY BED 0,28 1 6 ° 2 ° 12.0 3.36 `LAUNDRY 0.28 1'; 2 ° 3 ° 6.0 1.68 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 o.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 o.oa 0.0 OA0 o.0 0.00 Sum of Vertical Fenestration Area and UA 475.3 133.07 Vertical Fenestration Area Weighted U= UA/Area 0.28 Overhead Glazing (Skylights) Component Width Height Description Ref. U-factor Cat, Feet Feet Inch Area UA 0.0 0.00 0.0 0.00 O.a 0.00 0.0 0.00 O.01 0.00 0.a o.oa Sum of Overhead Glazing Area and UA 0.01 0.00 Overhead Glazing Area Weighted U=UA/Area I 0.00 Total Sum of Fenestration Area and UA (for heating system sizing calculations) 1 475.3 133.07 Simple Heating System Size: Washington State This heating system sizing calculator is based on the Prescriptive Requirements of the 2018 Washington State Energy Code(WSEC)and ACCA Manuals J and S. This toot will calculate heating loads only.ACCA procedures for slung cooling systems should be used to determine cooling loads. Please complete the green drop-downs and boxes that are applicable to your project.As you make selections in the drop-downs for each section,some values will be calculated for you.If you do not see the selection you need in the drop-down options,please contact the WSU Energy Program at energyoode@energy.wsu.edu or(360)956-2042 for assistance. Project information Contact Information 3038 8ridgei,iont Sarah lfplinger. 425A90-2205 Heating System Type; QAII other Systems OO Heat romp To see detailed instructions for each section,place your cursor on the word"Instructions" Design Temperature Deisgn Temperature 21 Instructions Everett Palrie`'AFB' :`:°>i':'>: Design Temperature Difference(AT) 49 AT=lndcw(70 degrees)-Outdoor Desfgn Temp Area of Building Conditioned Floor Area Instructions Conditioned Floor Area(sq ft) ''77':z3,038: Average Ceiling Height Conditioned Volume Instructions Average Ceiling Height(ft) F77777a 25.823 Glazing and Doors U-Factor X Area = UA A 3 z;:::;::Instructions : ., 0.300 142.59 Skylights U-Factor X Area = UA Instructions 0.50 0.00 Insulation Attic U-Factor X Area = UA Instructions 0.026 1.779 ...I 46.25 Single Rafter or Joist Vaulted Collings U-Factor X Area UA Instructions ....::.:............:: 77 Selecll2-Value`;;;;; ;;;;;;;,::i':':<� No selection ,:.:...... Above Grade Walls(seengure iJ U-Factor X Area UA instructions R•2i.intermediate 0.056 9,763':._. 98.73 Floors U-Factor X Area UA Instructions 0.029 1,259 36.51 Below Grade Walls and Slabs(see Figure t) Walt U•Factor X Area UA IrIBlrliCttOliS Wall 8,Stab Sele all& - - DeplhSelect`nearestslali'depih SlabF-Factor X Length UA Slab on Grade(see Figure q F-Factor X Length UA Instructions Selecl R-Value No selection Location of Ducts Instructions ilriconditioiedSIma:,'`r; Duct Leakage Coefficient 1.100 Sum of UA 324.08 Envelope Heat Load 15,880 Btu I Hour Figure 1. Sum of UA x AT Air Leakage Heat Load 13,666 Btu I Hour Volumex 0.6xATx0.Of8 Ab"'"ode Building Design Heat Load 29,546 Btu/Hour Air leakage+envelope heat foss Building and Duct Heat Lead 32,500 Btu I Hour Ducts in uncondihoned space:sum of building heat loss x 1.10 Ducts In conditioned space:sum of bufiding heat loss x 1 Maximum Heat Equipment Output 40,625 Btu I Hour Buildina and duct heat loss x 1.40 for forced air fumace Bu#dina and duct heat loss x 1.25 for heat Pump (07/P1/13)