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Home My WebLink About18529 86th Dr Ne_BLD5668_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: BLD5668 Permit Type: Residential Single Family Address/Parcel: 18529 86th Dr Ne Completed (Month/Year): September 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 Wr 18529 86TH DR NE Pe rmit#:5668 Parcel#:01223300001800 PERMIT EXPIRES 180 DAYS AFTER DATE OF ISSUANCE. Scope of Work:Construct SFR Valuation:471691.52 APPLICANT CONTRACTOR BRIDGEMONT LLC Bridgemont 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 UC:602167298 EXP:01/31/2025 11C:ROBfMi 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: I OCC GROUP: R-3;Residential BUILDINGS: 1 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 prohibited 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.IBC110/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. �lGl.� 02/05/2024 Apphcarl SignatLQ Date 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 construction project does not cause any adverse impact on the surrounding environment or community.The property owner shall be responsible for obtaining all necessary permits and approvals from 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. W PERMIT FEES Date Description Fee Amount 02/05/2024 Building Plan Review $3,007.07 02/05/2024 Processing/Technology $25.00 02/05/2024 Building Permit $4,623.67 02/05/2024 Park-Community SF $1,662.00 02/05/2024 State Surcharge-1 st DU $6.50 Total Due: $9,324.24 Total Payment: $9,324.24 Balance Due: $0.00 - CALL FOR INSPECTIONS — Call by 3:30 pm for next day inspection,allow 48 hours for Fire Inspections When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon INSPECTION INFORMATION I Pass/Fail z NdLIHE)f1t1J 1l18 AQ S218HlO218 113NISO2I NOUVA3�8 �12iO1S-Z �sbZ9`Z W ° '- NJIS30 3WOH 1dN01110t12l1 1NOW�CJCIIc�JB a LU > 4�I J !.Cr W r o �4> i 1-49139d�JdO wo W f ♦�j y t"� N N � Q r � co I I r O N 00 C7 W rn �^ N ' U) N fy % N Q ry W�/ N M Z _o a N w J WQ Z n o - af :!t L � M N W N U } F C7 W � J Q N W _ I 0 ch F- I I > Z �— 0 O U- 0 W Z J > O J N N Nb'2iHE)flv`J 1118 hq �J --- ---------- - __--_ NOISM31NOHlHNOIIIGVJi �H1Q� � �� 1�� ©®�� 1 �� iNON350189 -Z �St/G9 z o 1�3� �CJt/2ib'J a N i 0,94 0 N Z i 0) CY N I Oo z Q to II y LO N >Q a I a i e, �� '- OSOZ f d, SV9 ` g-td OgDZ &td OSOS- 9-Ld r-�£. _t _- _ - I I gxZ iN 0tx4 1 �, 0 OD v v N C��Orn - x �2al O G3SolB �a N.�L ip � 0 o I / 3AO2,1 `c� �� - �I 30 >' c9 x m g O ilo Ilc zip I o b'y`3dd I < 0-� LZ ° 3A08V '0'0 .9 t® ° N w ti O o N I vU0) N of S1SI�f Bald I XI 2 rci +OZ „q'L-lt _ Z W 9 x t0 r771 _._______________ ______________ __ \a. 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'� (n a a SNOLLtlA313 335 NOLLtlA313 33S NOLLtlA3313 33S - . 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 JOB ADDRESS:18529 86TH DR NE OWNER ADDRESS:116 AVE C, SNOHOMISH, WA 98290 USE ofBUILDING: SFR 71PLAT NAME:BRIDGEMONT VB R3 Description of Work:NEW 2-STORY SFR LOT# 18 PERMIT NO:BLD-5668 I Sprinklered:NO CONDITIONS:See 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 INSPECTION LINE CURB GUTTER&SIDEWALK (360)403-3417 LANDSCAPE DRIVEWAY SEWER INSPECTION SIDE SEWER LINE SEWER CLEANOUT/FINAL (360)403-3508 WATER INSPECTION WATER SERVICE INSPECTION LINE WATER SERVICE FINAL (360)403-3526 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: f WA- . gg[$ 8 RESIDENTIAL BUILDING PERMIT APPLICATION ` Community and lsconomic Development City of Arlington• 18204 S9th Ave NE-Arlington,WA 98223 •Phone(360) 403-3551 The following information is required for Residential: Single Family, Duplex,Townhoines,Additions, and Accessory Structure Building Permit Applications. Marls 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. i 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 ❑✓ WSEC Compliance Forms https:/,Iwaenergycodes.com/ ❑ 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: ❑ 1 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: 0 Single-family ❑Duplex ❑Townhouse ❑Addition/Alteration ❑Accessory Structure IBC Construction Type: VA IBC Occupancy Type: R-3 Building Square Footage: 2624 Number of Stories: 2 Square Footage Per Floor: B: zst: 1197 211d: 1427 3rd: Garage: 576 Property Address: 18529 86th Drive NE Project Valuation: 425000 Lot##: 18 Parcel lD No.: 01223300001800 Preferred Contact: O Owner O Contractor Project construction of single family residence in the Bridgemont RB plat Scope of Worlc: Owner Name: Bridgemont LLC Home No.: Email Address: sarah@robinetthomes.com Cell No.: Mailing Address: 116 Avenue C City: Snohomish State: WA Zip: 98290 Primary Contractor: Robi nett Homes LLC Office No,: 4254902205 Email Address: sarah@robinetthomes.com Cell No.: Mailing Address: 116 Avenue C City: Snohomish State: WA Zip: 98290 L&I Contractor License Number: ROBINHL943LZ Expiration pate: 10-19-24 M MECHANICAL SYSTEM INFORMATION O NotApilicable 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: 'Lip: 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 (pei unit) Type of Fixture No,of Units Cost per Unit Subtotal _ Model No. Additional Plan Review fees x $75.00 Air Cond.Unit 5100Btu 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 - $25.00 Boiler<100Btu h>3h x $15.00 = Boiler>1 million Btu h<50hp x $25.00 = Boiler>1.5 million Btu/h<50hp x $50.00 = Boiler>100Btu h 3-15h x $15.00 - Boiler>500Btu h 15-301tp x $25.00 - Diffusers x $15.00 = Dryer Ducting x $15.00 - Ductwork(drawings required) x $25.00 = Evaporative Coolers x $15.00 = Exhaust Ventilation Fans 6 x $15.00 = 90 Fire lace Insert Stove 1 x $15.00 = 15 j Forced Air Heat 5100 Btu h x $15.00 = Forced Air Heat>100 Btu h x $25.00 - Gas Clothes Dryer x $15.00 = Gas Fired AC 5100 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 5 units x $15.00 = j Gas Piping>5 units(plus<5 units x $2.00 = Heat Exchangers x $15.00 - Heat Purnp-Condensing Unit 1 x =$25.00 25 Hot Water Heat Coils x $15.00 = Miscellaneous Appliance-regulated by x $15.00 - mechanical code,not otherwise specified Pkg.Units 5100btu x $25.00 = Pkg.Units>100btu x $50.00 = Range/Cook top-Gas Fired 1 x $15.00 = 15 Refrigeration l)nit 5100Btu 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 Unit Heaters 5 100 Btu h x $15.00 = Unit Heaters>100 Btu h x $25.00 = VAV Boxes(Variable Air Volume,part of air x $10.00 = Editionin system) ll Heaters-Gas Fired x $25.00 = Water Heater-Gas Fired x $25.00 = Permit Fee 185 Inspection Fee $75.00 Processing/Technology Fee $25.00 Total 285 REV03.2022 Page 3 of 6 RESIDENTIAL BUILDING GAS PIFINGINFORIVIATIQN Q No Ap Ai6ble Proposed Piping Material: El CSST O Brass © Galvanized Steel O Black Steel Cl Other Proposed Piping Size: ❑ Y2" ❑ 5/a" O 3/4" ❑ V O 11/z" ❑ 2" Distance 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 be indicated REV03.2022 Page 4 of 6 RESIDENTIAL BUILDING .. . PLUMBING:SYSTEM`INFORMATION 13 Not Applicable Type of Permit: Q 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-COt111ectiott-Control ttiay be required Proposed Interior Water Piping Size: 0 1/z" CI /a" CI 2A" ❑ 1'• ❑CPVC ❑ Brass ❑ PEX-AL-PEX PEX Proposed Interior Piping Material: ❑ Copper ❑ Galvanized Steel ❑ Other Proposed Exterior Water Piping Size: ❑ 'h" ❑ s/s" ❑3/4" El 1" ❑ 11/2" ❑ 2" Cl PVC ❑ Copper ❑ PEX-AL-PEX ❑ PEX-AL-PE Proposed Exterior Piping Material: Cl PE 0 PEX Cl Other Proposed Drain-Waste-Vent(DWV) ❑ Schedule 40 ABS DWV ❑ Copper ❑ Galvanized Steel ❑ Cast lion Material: ❑ Schedule 40 PVC DWV ❑ Brass ❑ Other: Proposed Drain-Waste-Vent(DWV) ❑ 1/z" ❑ s/a" ❑ 3/4" ❑ 1" ❑ 11/Z" 9 2" ❑ 3" ❑T' 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 = Backflow Assembly x $25.00 w Base Plumbing Fee 1 x $25.00 = $25.00 Bath Shower Combo 1 x $15.00 = 15 Building Main Waste x $25.00 = Clothes Washer 1 x $15.00 = 15 Dishwasher 1 x $15.00 15 Floor Drains x $15.00 = Grease Interceptor x $75.00 - Grease Trap x $25.00 = Hose Bibb 2 x $15.00 = 30 RGV03.2022 Page 5 of G RESIDENTIAL BUILDING PLUMBING PERMIT FEES (per fixture) lcemaker Refri erator I x $15.00 = 15 Irrigation-per meter x $25.00 = Kitchen Sink&Disposal 1 x $15.00 = 15 Laundry Tray x $15.00 - Lavatory 4 x $15.00 - 50 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 Sink bar,service,etc. 3 x $15.00 = 45 Toilets x $15.00 = Urinal x $15.00 = Vacuum Breakers x $25.00 - Water Heater 1 x $25.00 = 25 MODEL NO.: Water Heater-Tankless x $25.00 = MODEL NO.: Permit Fee 275 Inspection Fee $75.00 Processing/Technology Fee $25.00 Total 375 1 hereby certify that 1 am the ❑ Owner ❑Architect ❑ Engineer ❑✓ 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. Sarah Uplinger 10-18-23 i nature Print Name Date SAVE PRINT REV03.2022 Page 6 of 6 SITE PLAN FOR SCALE. 1" = 20' LOT 18, BRIDGEMONT RB -AFN#202212215003 IN THE NW 1/4 OF THE NW 1/4 OF SECTION 24, T.31N., R.SE., W.M. 20 0 CITY OF ARLINGTON, SNOHOMISH COUNTY, WASHINGTON '0 186TH ST NE \ . PLANTER` d o� a ° SIDEWALK N89°07'14"W LL 101.83, e e d ° p PROPOSED COVERED o UTILITY FRONPORCH `�' EASEMENT j� 58.0' CQA e 60' d UTILITY AQ 36.5' \ J2 ° EASEMENT 8 \ 47' Ce=7 a `� 6.0' 18529 86TH DRIVE NE b \ o 4W.36 30' b PROPOSED COVERED o W ae 2624 PLAN co �S0 ��6 "� o FOOTPRINT BACK PORCH 407.2I 24, 2,013 SF b 12.0' 9.5' m / ° e ss-sroe 26.01' e ° e Lo 18 � d °1 d 3% d N oe ui 0 -� N � Lu Lo co 'co �° N ��8 7,681 SF I Z (::s PROPOSED < / N DRIVEWAY e \ Z e ° 59' V \ 26.48' 46.0' LEGEND: ¢�6Zz Sn-stue/ _ _ _ 58.0' \ 472.38 HP HEAT PUMP °O7 NOTES: Y" — —406— �N89 '14"W 131.05'� � �� POWER METER 1) PROPOSED DISTURBANCE ENTIRE LOT. \ O SS MANHOLE 2) PROPOSED DOWNSPOUTS/FOOTING AND DRIVEWAY DRAINAGE TO BE DIRECT OWNER: APPLICANT&CONTACT: —SS— SS LINE TO ON—SITE PLAT BIORETENTION CELL/PLAY TRACT AS APPROVED BY THE BRIDGEMONT LLC ROBINETT BROTHERS, LLC STUB STUB CITY OF ARLINGTON. 116 AVENUE C 116 AVENUE C 3) WATER SOURCE: PUBLIC — CITY OF ARLINGTON SNOHOMISH, WA 98290 SNOHOMISH, WA 98290 ID WATER METER 4 SEWER SOURCE. PUBLIC — CITY OF ARLINGTON ATTN: MARTIN ROBINETT ATTN: SARAH UPLINGER FIRE HYDRANT PHONE 425-490-2205 5) SILT FENCE AND CONSTRUCTION ENTRANCE AS NEEDED FOR —SD- SD LINE PROPOSED RUNOFF FROM EXPOSED SOIL DURING CONSTRUCTION. PARCEL DATA TAX ACCOUNT NUMBER: CB CATCH BASIN EROSION CONTROL TO BE IN PLACE PRIOR TO CONSTRUCTION. LEGAL DESCRIPTION: LOT 18, PLAT OF 01223300001800 r-1 SIGN 6) FOOTPRINT (HOUSE, GARAGE, PORCH): 2,013 SF BRIDGEMONT RB, ACCORDING TO SITE ADDRESS. 7) TOTAL LOT SIZE. 7,681 SF THE PLAT THEREOF AS RECORDED 18529 86TH DRIVE NE HOUSE ELEVATIONS: UNDER AUDITOR'S FILE NUMBER ARLINGTON, WA 98223 TBC=407.2 MAXIMUM LOT COVERAGE. Z688 SF OR 35% 202212215003, RECORDS OF SITE AREA: 7,681 SF GARAGE=408.0 PROPOSED LOT COVERAGE. 2,013 SF OR 26% SNOHOMISH COUNTY, WASHINGTON. UPPER=418.0 � F 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 1.0 These requirements apply to all IRC building types, including detached one- and two-family dwellings and multiple single-family dwellings(townhouses). Project Information I Contact Information 2624 Brid emont Lot 18 EEI r ISISim 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..... Representailve Date 10/18l2023 ..__ - -- All Climate zones(Table R402 1 1) R-Value a U-Factor a Fenestration U-Factor h n/a 0.30 Skylight U-Factor b-- ----------r- --- .._...._.__..__...._. n/a 0.50 __ .. - -.... ._ . .._ ---- - - -- ._...__ ..... .................................. _.. Glazed Fenestration SHGC b,e .j n/a I ___ ........__..._._._......__.._...----n� _..... Ceiling e 49 0.026 --._.._...._...__...._._..__._......._...._....... ...... ------ --- - -...----------- ---- ........ ------ €Wood Frame Wall g.F _... I 21 int 1 0.056 I Floor 30 OA29 ------— ------- - -- -- _....._.._...-.__._._......._....._..._._.........._........... .....- ---- -=- -- - ....__......._...._._............_.............__........._.-..._...__..._...-- Below Grade Wall c.h 10/15/21 int+TB I 0.042 _......._._.....__._...-.-. -..------- ----------- ----- --...........-_...._..-- ----- ----------- -- Slab a.r R-Value&Depth 10,2 ft n/a -------- ---- - --- ._.............-_............................------ ---...-- ---........_......._.._...._.._.._._...._.._..--.... - R va ueslva uesl are minimums.U-factors and SHGC are maximums.When insulation is installed in a cavity that is less a I than the label or design thickness of the insulation,the compressed R-value of the insulation from Appendix , - Lable 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 wait."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 to__late of the exterior wall R-7.5 continuous insulation installed over an existing slab is deemed to be equivalent to the required perimeter j 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. I Int.(intermediate framing)denotes framing and insulation as described in Section A103.2.2 including standard h fframing 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 2O18 Washington State Energy Code--Residential Prescriptive Energy Code Compliance for All Climate Zones in Washington Single Family-:New&Additions(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. ---._._..._....__.._..._......._..._.................------ - -----..._..._.................._..._....... - ---- - ---------.... Summary of'Cable R406.2 - ---....................__..........-- ------------------ .........._._...._.__......._.....----- -- -...-._......._..._.............._..- ------ Heating Credits-select ONE Op lions Fuel Normalization Descriptions - heating option User Notes ns --------- -._.................._.._....._.._....-_._...--- _..- - -- -� 1 JCO mbustion heating minimum NAECAe 0.0 2 Heat pump` .._...._...................._._..-.._....-------- 1.0 [� - ------._......._........._........_................._...._.._.........------ 3i Electric resistance heat onlyfurnace or zonal -1.0 -- 4 DHP with zonal electric resistance per option 3.4 - 0.5 - -- ...._._._..._._._......._.._........ -------- 5 All other heating systems -1.0 _...__L...__.._..--�--- Energy Credits-select ONE options Energy Credit Option Descriptions i energy option from each P category_ 1.1 Efficient Building Envelope 0.5 ! 1.2 Efficient Building Envelope 1.0 1.3 Efficient Building Envelope 0.5 --- - ----......._..._......_._._..-------------------_..._. ..._................. - 1.4 u Efficient Building Envelope 1.0 - -----......... 1..5 Efficient Building Envelope 2.0 1.6 Efficient Building Envelope 3A I 1.7 efficient Building Envelope 0.5 I ......._.................__... -..._....--�- -- 2.1 1 Air Leakage Control and Efficient Ventilation 0.5 ❑ 2.2 Air Leakage Control and Efficient Ventilation 1.0 El 2.3 Air Leakage Control and Efficient Ventilation i 1.S ❑ 2.4 ;Air Leakage Control and Efficient Ventilation 2-0 High - L ❑ 3.18 ... High Efficiency HVAC 1.0 ........................_......._._......_............ . 11 3.2 High Efficiency HVAC 1.0 3.3- High Efficiency HVAC 1.5 3.4 High Efficiency HVAC 1.5 _................... - .... ..__. . 3.5 High Efficiency HVAC ---- _......._._.................... _15 _.._.__.......__........_.__ 3.61 High Efficiency.HVAC -- 2.4_.._..........._..I______0 4.1 i High Efficiency HVAC Distribution System 0.5 ____1 ❑ 4.2 i High Efficiency HVAC Distribution System 10 ❑ - ---------.......__............................._... - ---- - --- - Prescriptive Path-Single Family 2018 Washington State Energy Code-R 2 r 2018 Washington State Energy Code—Residential Prescriptive Energy Code Compliance for All Climate Zones In Washington :.:. ;'... .... Single Family-New&Additions(effective February 9,2021) ._..._.. ........._ ...... ....... ................. _._._. Summary of Table R406.2(cont.) ----- ---- __.......__._......._...__..._....... ---- -- -.... Energy Credits-select ONE T Energy Credit Option Descriptions(coat.) energy option from 1 User Notes Options` each category .... -------------- - _ .. I 5.11 Efficient Water Heating- 0.5 ❑ --- -, - - - -- - ---- ... . 5.2 Efficient Water Heating_ _ _- _ 0.5 5.3 Efficient Water Heating- 0.1- j ........-_-5.4 Efficient Water Heating - -- --- -- - - 1.S 5 -_-_. _ .. .. .__..._.. L..______•..._.._..._._.. i .5 Efficient Water Heating 2.0 � ❑ 5.6 Efficient Water Heating _..._.._....._._..._._.........- -..._..-------- ---2.5 .........._ - 6,1 Energy(3 credits max) ----- ----------....._._..... Renewable Electric Ene_....— ................----------- ----......._........_.._..-....-....-------........0. 7.1 ;Appliance Package - -- -- - -- - __.......... . -- -- TOtoi Credits f.0 �aicu€ate Total Clear Form ..1 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 R406.2 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. P PAP rint onl :` a es';1 hrau h..3:of. his worksheet for.submission to:: ou 'fjuild'n `:o�ci I:.::° , Prescriptive Path-Single Family 2018 Washington State Energy Code-R 3 Window, Skylight and Door Schedule Project Informaffon Contact Information 2624 Bnd a ont Lot 18' Width Height Ref. U-factor Qt. Feet Inch Feet Inch Area UA Exempt Swinging Door (24 sq, ft. max.) 1 0.01 0.00 Exempt Glazed Fenestration (15 sq. ft. max.) 1 0.01 0.00 Vertical Fenestration (Windows and doors) Component Width Height Description Ref. U-factor Qt. Feet Inch Feet Inch Area UA ENTRY 0.28 2 1 ° ` 5 8 11.31 3.17 ENTRY 0.28 ' 1 1 0 6 0 6.0 1.68 STAIRS, 0.28 1 3 6 0 21.0 5.88 FLEX 0.28 1 5 0 5 0' 25.0 7.00 GREAT ROOM 0.28 2 2 0 5 0 20.0 5.60 GREAT ROOM 0.28 2 6 0 6 0 72.0 20A6 DINING 0.28 1' 8 ° " 8 0 64.0 17.92 KITCHEN 0.28 ; 1 6 ° 6 0 36.0 10.08 STAIRS 0.28 '< 1 3 a 3 ° 10.5 2.94 TECH SPACE 0.28 1 4 ° 41, ° 16.0 4A8 BONUS 0.28 1 6 ° 4: ° ' 24.0 6.72 PRIMARYBED 0.28 " 1 8 ° 4 ° 32.0 8.96 PRIMARY'BED 0.28 1 8 ° 1 6 12.0 3.36 PRIMARY BATH 0.28 1 5 ° 4 0 20.0 5.60 BEDROOM 4 0,28 1' S ° 4 ° 20.0 5.60 BEDROOM 3 1' S ° 3 0 17.5 4.90 BEDROOM 2 0.28 1' 5 ° 3 ° ' 17.5 4.90 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 0.0 0.00 0.0 OM 0.0 0.00 0.0 0.00 0.0 0.00 o.D 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 0.00 0.0 0.00 Sum of Vertical Fenestration Area and UA 424.8 118.95 Vertical Fenestration Area Weighted U = UA/Area 1 0.28 Overhead Glazing (Skylights) Component Width Height Description Ref. U-factor Qt, Feet Inch Feet Inch Area UA 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.01 0.00 Sum of Overhead Glazing Area and UA 1 0.01 0.00 Overhead Glazing Area Weighted U = UA/Area 0.00 Total Sum of Fenestration Area and UA (for heating system sizing calculations) 1 424.81 118.95 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 tool will calculate heating loads only.ACCA procedures for sizing 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 energycode@energy.wsu.edu or(360)956-2042 for assistance. Project Information Contact Information 2624 Bridgemont Lot 18 Heating System Type: O a!other systems Heat Pump To see detailed instructions for each section,place your cursor on the word'instructions" Design Temperature Instructions Design Temperature Difference(AT) 49 Everett PaineAFB u 67=Indoor(70 deg2es)-Outdoor Design Temp Area of Building Conditioned Floor Area Instructions Conditioned Floor Area(sq ft) 2.624I Average Ceiling Height Conditioned Volume Instructions Average Ceiling Height(ft) 85 22,304 Glazing and Doors U-Factor X Area UA Instructions ._..-. o za 0.280 424 118.72 Skylights U-Factor X Area — UA Instructions 0.50 Insulation Attic U-Factor X Area = UA Instructions Y R49 —� 0.026 1742i 37.10 Single Rafter or Joist Vaulted Ceilings U-Factor X Area UA Instructions . — R-as Vented 0.027 Above Grade Walls fseeFigure 1) U-Factor X Area UA Instructions R 0.056 26624 146.94 2t Intermediatr Floors U-Factor X Area UA Instructions 0,025 Below Grade Walls(sec Figure t] U-Factor X Area UA instructions .-_ _ 0.042 616 25.87 >° R-27 Intenor l Slab Below Grade fsae.Fipure i1 F-Factor X Length UA Instructions No Slab Below Grade in this project. 0.303 --- i Slab on Grade fsee!rpprep.... F-Factor X Length UA ... .. .................- ... . Instructions 0.360 �- R-IOFuIPylnsulated `p'I Location of Ducts instructions Duct Leakage Coefficient A10 DUCts � _ 1.00 Sum of UA 328.64 Envelope Heat Load 16,103 Btu lHour Figure 1. Sum of UA x AT Air Leakage Heat Load 11,803 Btu l Hour Volume x 0.6 x AT x 0.018 Above Cxade Building Design Heat Load 27,907 Btu/Hour Air leakage+envelope heat loss Building and Duct Heat Load 27,907 Btu!Hour Ducts in unconditioned space:sum of building heat loss x 1.10 Ducts in conditioned space:sum of building heat loss x 1 Maximum Heat Equipment Output 34,883 Btu I Hour Buildinq and duct heat loss x 1.40 for forced air furnace Buildinq and duct heat loss x 1.25 forheat pump (07101113) tecinstruct LLC 41 1 1 1641h St SW �I Unit 51 Lynnwood, WA 98087 / 1 Phone (206) 553 9076 rheimisch@yahoo.com www.tecinstruct.com Engineering STRUCTURAL DESIGN Owner: Robinett Homes Project: Plan 2624 Bridgemont 86th Dr NE Arlington, WA Description: New Single Family Residence Building Codes: IBC/IRC 2018 ASCE 7-16 Structural Design/ Roland Heimisch, P. E. EOR: Lic # 42479 Date 06/28/2023 L tecinstruct LLC 41 1 1 1641h St SW �I Unit 51 Lynnwood, WA 98087 / 1 Phone (206) 553 9076 rheimisch@yahoo.com Engineering Table of Contents Chapter page Lateral Analysis 01 Seismic Analysis 02 Wind Analysis 04 Shear Wall Layout 05 Shear Wall Properties 07 Shear Wall Design 08 Gravity Design 20 Design Criteria 21 Key List 22 Roof 23 Framing above Main Level 24 Framing above Crawl Space 27 Foundation 28 Design Sheets 29 1 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 2 Project: Robinett Plan 2624 Bridgemont 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) Mapped Acceleration Ss = 1.15 S1 = 0.34 Design Acceleration SDs = 0.91 SD1 = NA Seismic Response Coefficient Cs = SDs/ (R/1) = 0.91 /(6.5/1.0) = 0.14 Building Weight The weight of the walls is applied by adding 5 psf to the roof DL and 10 psf to the floor DL . 2nd level W = (15 + 5) x 1,500 sgft = 30,000 Ibs 1 st level W = (20 + 10) x 1,800 sqft = 54,000 Ibs Total Building Weight W = 84,000 Ibs Base Shear VBase = Cs x W = 0.14 x 84,000 = 11,760 Ibs Design Shear: To convert from strength level to ASD, Base Shear is multiplied by 0.7 VDesign = 0.7 x 11,760 = 8,200 Ibs Vertical Distribution: Fx = Cvx x V = Cvx x 8,200 Cvx = (wx x hxk) / (wi x hik) with k= 1.0 for T< 0.5 sec Level wX hX wXhX wXhX/lwihi FX v per ft v per ft front/rear left/right (lb) (ft) (lb-ft) N (Ibs) (plf) (Ibs) 2nd 30,000 17 510,000 50 4,100 100 120 1st 54,000 9 486,000 50 4,100 100 90 84,000 --- 996,000 100 8,200 tecinstruct LLC ASCE 7 Hazard Tool https:Hasce7hazardtool.online/ 3 REPORT SUMMARY Site Information Address: 186th St NE,Arlington, Washington, 98223 Elevation: 410 ft(NAVD 88) Lat: 48.164395 Long: -122.11532 Standard: ASCE/SEl7-22 Risk Category: II Soil Class: D-Stiff Soil Seismic Data Ss 1.15 Si 0.34 SMs 1.36 SM1 0.77 SDS 0.91 Spi 0.51 TL 6 PGAM 0.53 VS30 260 Seismic Design D Category Where values of the multi-period 5%-damped MCER response spectrum are not available from the USGS Seismic Note Design Geodatabase,the design response spectrum shall be permitted to be determined in accordance with Section 11.4.5.2 1 of 2 6/17/2023,7:37 PM 4 Project: Robinett Plan 2624 Bridgemont 1.2 Wind Design Directional Procedure, Part 2 (simplified method) per ASCE 7-16, 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 B Wind Speed up factor KZt 1.0 Enclosure Classification enclosed Net pressure at top of wall ph , Table 27.6-1 18.5 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 18.5 13 psf Uniform wind loads on diaphragms w/trib h 10 ft w 10 x 13 = 130 plf tecinstruct LLC 5 Shear Wall Layout 2nd Level PORCH ROOF BELOW PORCH BELOW II I I I I I I I I I I I I I I I I I I I I I I I I I I P1-6 5040 P1-6 8040 P1-6 U) -- R&S --FACE OF WA eELow� CANT. O ____ �_ __ _____�>2 0 3'x5'- __ _______ ------------------- 2 O ------------------WALL BELOW-- w m 3'x5'x2' o h SH WR o t1 W.I.C. N r 6'-10" .11' _ sm. 20 (VTO) N N 8'CLG. (\fit PRIMARY BATH 26 a 26 6F2"x 13'-2" o 8'CLG. R&.S M PRIMARY BDRM. 7'VAN. m 15'x 16'-2" 8'CLG. -4 cFi cFi o a m 24 (✓ro)�. 24 a M SD v BEDRM.#4 D 2'-8'x 6'�" v M 10'-10"x 11, 070 GFl N E 8'CLG. LAUNDRY .� W >5k 6.�. 28 6 6 � 24 �/}p{n� SD 4' n O) 5V,�5,6" 12.-2" 4- ROOF RIDGE _ Q BI PASS 6' 26 28 R FU RN j 24 TUB/SHWR SO \ N O 10" 7'-B"x 2' 10" --------------- R&S 3p s.c' ---, / I'22 O \ s. ATTIC O O / O R&S IgCCESS ih \ _______________ 10" 7-8"x 2' t0" L---J / BONUS m M BI PASS p 13'-3"x 17'-6" 6 26 L26) / 8'CLG. `-a 2'4" / 2x8 0 ERFRAMING O W - / 0 24" O.C. a BDRM.#3 m BDRM.#2 / \ M \ 10'-3"x 11' i 10'-3"x 11' 36"HI. 1/2 WALL 8'CLG. T 8'CLG. / a y x _ a +7'-10"x 8'-2" \ I _ I _ 1.3 1.1 DN 1.3 GIRDER TRUSS ABOVE 5036 5036 TECH SPACE i� 1.4 3 6 4040 3630 J I` 0 N V-- II I I I I I PORCH II N C\ BELOW I II I II I I GARAGE BELOW Ir I I I PORCH ROOF BELOW II II I II I IL------ L_WALL BELO�_______________ -------E WALL BELOW L GARAGE ROOF BELOW OO 130 plf Wind / 100 plf Seismic �2 2,730 Ibs W 2,730 Ibs W 2,100 Ibs S 2,100 Ibs S s4co LIV.A 6 Shear Wall Layout 1 st Level 2.14 T 6.6 2.14 6x6 P.T. P.T. POST POSTI 2.1 1 PREFAB ROOF TRUSSES ®24" O.C. ABOVE o o cc PORCH <o 12'x 16' I N CONC. ri 9'CLG. I I EXTERIOR FACE OF WALL ABOVE v, ------ --------------------------------- ---- ------ -----------------------------------� ) U 1'CANT. ABOVE P-6 6060 SFTY. 8080 S.G.D. SFtt. P1-6 6060 6060 Pyg 1A'CANT.ABOVE In fn T 2.10 2.9 3-1/8x10-1/2"GLB 1 2.10 2.10 1 O I 2 I 1 1 KITCHEN 10'x 16'-2" � 9'CLG. 1 ¢ 1 O a m DINING a GREAT o m 12'x 16'-2" 1 N 16'-2"x 19' ¢ > O O s ❑ 9'CLG. o 0 0 9' a N O O.. D W j d 11 I 1 I ' 60 90 E 2.7 2.7 c 2.6 T XSHR ❑ PANTRY 0 5'x T-6" o //U S X 6'-6" 1 3'VAN. CO �/ 0 5'x 8'-6" q S.C. � 2 Q uJ SHELVES o 2 7 (✓ro) FLEX 6' 0" 11,-2„x 1 V-4" uoi � SEISMIC P1-6 P1-6 A2.71 G. WH STRAPS UP 2 C) C) C BOLLARD � ~ � g q w a rlD 6D9 6'-6" GARAGE 2.6 24'x24' „ GWB ON GONG. WALLS & CLG. UP a 10'CLG. EN M 7'- 9' 2,q 2.13 2.5 2.13 -------- ----- --- - - - - - ------------------------- -6x6Post (n2. 027 3, 6„31Y. P1-2 B 3660 P1-2 2 r ,1 00 16o6o OVRHD.-------------------------------------___ _—__ SFlY. SFTY. GARAGE DR. (n PORCH Q N O w \cn 6'x10' a N: w J CONC.�� N > m O 9'CLG.nip N m w a ©O<12" I > 2.11 a ®a MAX TEPS 6x6 _ P.T. UP 2ar3 _ POST — — 28 _— 1 P1-6 1 1 P1-6 1 (n J CAD -0 01 130 plf Wind / 100 plf Seismic 2 o LO Lo (10 It 2,730 Ibs W 2,730 Ibs W 2,100 Ibs S 2,100 Ibs S 7 CL E 0 A ° \ / 6 Q cn g U) ■ r e r < o CO ƒ / / A / \ / \ k . / / x \ k \ \ \ / / \ _ � m O _ / / r e 0 3 0 A 2 - m \ x \ \ $ \ \ \ / q \ � ° $ $ 3 7 U) C\j k / \ ¥ ■ x x x =� \ 7 / \ A A 3 3 o f o f E E e } m 2 A / 2 / 2 \ % k / \ \ \ � 2 � ¥ A 6 G % & G G / / / \ 2 ■ : S / ? i m / / / / 0 - « \ m Q Q G G G G / k $ � � � � o & & & & m ■ R � ■ % 9 Cl) 90 o � 2 2 ® a a a J 2 0 Cl) Cl) 2 a s a' k k cn -0 \ � S k \ Co CD o \ \ - 9 \ (D \ \ \ S 9 \ a) \ \ z a a z _ _j / 5 q q 6 3 z E — I = 7 / co e « $ \ y _ e $ E / 2 2 / $ o E 2 . / 3 ƒ \ 9 Q / 2 @ 6 / # � E f 7 f Cl) \ cn M / / z m 2 / c � m § ■ § / \ _ = c [ ( o kcz c o o / \ \ \ 2 \ � / � / = 2 E k E / k / / \ a 2 2 R \ 9 9 ■ A I in [ Go / -E > in / _ _0 R / R 7 % \ C / % M (n o 0 @ 0 Z / $ $ / ® A e � § ¢ / / / 2 7 \ \ � 7 0 g ET ET = 9 9 cn ® \ (.0 \ % CoLO\ \ o / f \ & \ \ / = 9 \ ƒ \ \ \ E a z _ _j / 5 A A 6 3 z E — I _ « s F- CC) 0 CD E ® / E 2 / \ o E » . / ƒ / Q / @% g 6 / # � E f 7 m a \ � / / ■ a 2 / c � m _ « 5 = _ ° k ® a_ = c a) o _0 G 0 E r c o oE / e 2 a a ■ b 0 � m \ 2 m n s OL EchE / k / Zl- / \ a 2 2 R \ 9 9 m A I in / [ � � -E > cn > _ g g 2 / R 7 % $ C / ) coc \ ƒ $ @ » G ■ D / CD / _ $ \ \ & & � 7 CD � ~ ]O m E = 0 cn � ® -0LO \ k 0 0 2 ƒ � CO $ o LO \ CD \ & \ \ / S 9 9 \ ƒ \ \ a a a z _/ _j- 5 q q 6 3 z I _ FL 7 e « k Cl) \ y _ e 2 $ E / 2 2 / o 0 2 . / \ 5 ƒ \ \ Q / 2 @ 6 6 / # � E f 7 r e a \ cn M / / z m 2 / = m � m § ■ § / a_ _ = c [ 0 ( o k _ r 9 e o g \ / \ o CO Cl) = 2 E k E 0 a \ 3 w \ \ \ % 7 a_ / m o k 2 in G § E / ƒ > k k > / _ $ 2 7 % oar g g / R 7 % / 2 \ \ % M (n o 0 @ 0 2 / $ $ / ® > A e � § ¢ / / / q 2 n > \ \ � 7 ]] ET ET = 9 9 cn ® \ \ k S - \ Coc 7 o / / ? \ & \ \ / = 9 9 \ ƒ \ \ \ E J a z _ _j / 5 A A 6 3 z I \ / _ \ 0 CD � ® / 2 o o [ » 2 q ¥ ƒ / / / % @ $ / / # � E f 7 m r a \ � / / ■ a 2 / = m � m _ « 5 = _ ° k ® a_ = com o _0 G ± \ o ° ® r E / 2 r a ■ b 0 � / % \ 2 m n s OL ch CL § a _ \ 3 ƒ \ \ f % 7 m 2 / o k 2 in G E » 2 7 > o 2 k / Q _ $ 2 7 % oar g g / R 7 % / 2 \ \ % (1) o 0 m co � c \ ƒ $ @ » G It ■ L. D / _/ / / q $ \ \ & & � 7 CD � ~ ]2 � k k ® k k 0 2 9 % % Co co co \ \ o % % \ \ < ■ z 4 2 7 7 $ (.0 \ ) e E � \ � 6 z _ I \ / c c \ g 0 2 \ \ \ � � / \ 7 ° f -J C\j \ \ ° / n w & m § U) � E _ c c § G % / a o o g \ R . 0 © & 2 0 ƒ k k $ \ § E ƒ a a d CC- [ 2 / k / \ _ < r o 2 � 7 a g § S / co / $ 2 co » / 2 2 » _ m o / « / » > k o > o � — ]a � / � � I I cn � ® 7 \ \ 0 2 9 % 0') n o < ■ z 4 2 7 7 $ (D \ a) e E � \ � 6 z _ I \ / c c \2 g _ r E \ 0 C\j C\j \ / @ 7 ° f -J C\j \ \ / n w & m § E � a_ = 0') 0') % G % k _ U) 0 © & 2 0 ƒ k k $ \ § ° 9 9 2 cn ƒ E J d [ c / LO k / \ _ < r o 2 � 7 a g § S / co / $ 2 co / It Z @ CD m o / « / 7 > k � \ o c — ]4 _ k k � cn / \ CN ° c 9 CD CD 7 m o ? ? / \ / \ § \ \ / ^ 9 9 9 \ ƒ / Q 2 E J E � / / f / A 6 3 z I \ m ƒ _ _ « / / \ = g E $ \ o § \ / \ \ 7 e / U 2 \ o d a / ± 2 o E / / � \ / \ m 2 / \ ƒ (D � m § ■ §CL / am _ c I a) [ 0 ( o m c o o g / 2 6 Cl) 2 b f \ / / \ 2 q Q . OL E Om E = E § 0) q c a \ 3 ƒ 6 6 6 ƒ - w \ c c m m a) 9 9 \ o / 9 2 2 in J E § 7 = _ G A [ 2 / ƒ A 2 2 k k m 2 E \ _ _ c 0 m g © q G § 7 -1 \ § G 2 � 6 6 6 % M 0 (1) e r @ 0 2 \ / $ / ® > A r � (D / 2 m 2 CO > \ f cli � 7 o -i ]5 = c / \ I \ ro co � R S 9 � CD \ ® / 9 It A o / $ 2 / q § k \ / ^ E 9 9 9 \ ƒ / Q � a a a � / / / / G 6 3 z / ƒ e = m / k = g E $ k ( ° k . k r- r 7 / e \ U 2 \ o d a / ± 2 o E / / n � \ / \ ■ \ 2 / \ ƒ $ � m E ƒ_ « _ _ ° k ® a_ _ = I G o _0 G c t ± \ o o g m I c o o @ 2E / m Cl) Cl)6 Cl) g § q Q $ k R m = 2 E � E 0 q a \ 3 ƒ 6 6 6 § f w \ a) a) CM a_ � / \ o 0 9 \ coin G A § E / 00 CC) > cm0- � _ cn c 5CD g © q G § 7 -1 \ § G 2 CL 6 6 6 % M (1) o 0 u 2 m § o e m @ » G g ° » / / / m cn � \ > & / � 7 o ~ ]B _ � E 0 � � R / 7 0 0 R Co / o R \ / & \ 2 Im 9 \ ƒ \ a a z / 5 / 6 3 z I \ m ƒ « 2 \ CD ® J \ 2 \ o E » M % 7 C � \ # ± t \ / f o -J f ¥ a \ � o m 2 / c m § 0 § / \ � ( o k0 cz c o / 2 \ 2 \ � f \ = 2 � \ E a E \ w \ � R \ 9 2 0 s in > a $ $ / / E s d o \ \ � ' % 0- \ n ƒ > 2 2 $ > _ c m5 g R 7 0) \ ƒ 5 dS /cts _ ( / $ / » It CL ^ / R 2 7 2 \ U � 7 o ]7 � E = 9 _ R / \ 0 2 / ® - & o / � � \ / Im & \ 2 S 9 \ ƒ \ ƒ E � / L / / 6 3 z I _ \ ƒ I \ \ CD ® J \ 2 % o E » M % \o -6 U 2 p@ 6 j 7 - m 3 ± � \ / f o -J f ¥ a \ cn o 5 m 2 000 ~ _ « § = 2 _n @ E @ _ E a_ = c o _0 G o ± \ r E / m 2 6 T) b o � A \ 2 C\j ' OL E E 0 a \ \ � R \ 9 2 s m ) E s / �-E > \ / _ Q c � 5 g R 7 - / \ ƒ 5 ® u / o c co \ § § Z 7 CD m 2 2 o R U cn 2 � 7 0 ]a E 2 2 0 = _ c � / a Ln \ A # \ t / o = -0 \ Cl / _ o / ) 0' ƒ (.0£ a) C ® \ z a a k / FL / / I z _ I E 7 f c r o G � £ $ m \ 2 / / \ o E \ \ \ \ ■ \ g \ Q @ § @ o 0 5 0 - @ 2 � E } 7 d) a 2 \ \ / / c r / \ 6 & o 75 \ $ m o m § k E = c c c c 2 G k ƒ \ o g god g 2 k ? ® h 2 2 k 0 \ / 2 CL - § 7 G k 2 = c o 0 m d 3 o § $ w G m m � R / 7 7 \ / o k 2 2 G A § § / ƒ > I k 2 k = � 7 \ _ $ c 2 E o a - g g @ R 7 -1 ? \ ƒ ^ 3 A % (n e e @ 0 2 \ % $ / ® > A m � d) / / � 2 7 > \ / � 7 o ) ~ 19 � E / E _ \ i 6 CD CL e / \ / 2 o § \ / $ co \ / 9 o \ / $ Q / CO, tm / n \ / ƒ 9 Cl? £ a) ( \ z J J k / FL / / I z _ I E 7 f c c o / / £ m 00 \ 2 \ / / o E \ \ \ ■ / ? \ U / % \ o o / � E ) 7 d) a 2 \ \ / / c r / \C\j a w o \ m m § ( \ m �� E _ e « c o a)cn G o $ \ / /a) f \It\ / 2 E — § 0) 7 G 2 = c o 0 m A A o § $ w G m m � / 7 7 \ / o k 2 2 G A a � OL 2 7 > © 2 d / > ? Q _ $ 7 2 E o a g g @ R 7 ? \ ƒ ^ � 3 A % M (n 0 0 u 2 2 § 0 m @ » G r � Z CD m = \ % ƒ Dcn � 7 o ) ~ 20 tecinstruct LLC 4111 164th St SW �I Unit 51 _ Lynnwood, WA 98087 / = Phone (206) 553 9076 rheimisch@yahoo.com Engineering 2. GRAVITY DESIGN 21 Project: Robinett Homes, Plan 2624, Bridgemont 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 25 psf Snow Roof Load (no reduction applied) 25 psf tecinstruct LLC 22 Project: Robinett Homes, Plan 2624, Bridgemont 2.2 Key List Roof Key No. 1.1 Manufactured Truss Roof Key No. 1.2 Header, DF No. 2, 4x12" Key No. 1.3 Header, DF No. 2, 4x8" Key No. 1.4 Header, DF No. 2, 4x6" Floor above Main Level Key No. 2.1 Manufactured Truss Roof Key No. 2.2 TJI 210, 2-1/16x11-7/8", @ 16" o.c. Key No. 2.3 Stair Stringers, HF No. 2, 2x12", @ 16" o.c. Key No. 2.4 Joists at Landing, HF No. 2, 2x6", @ 16" o.c. Key No. 2.5 Glulam WS, 24F-1.8E, 5-1/8x25-1/2" Key No. 2.6 Beam, DF No. 2, 4x12" Key No. 2.7 Header, DF No. 2, 4x6" Key No. 2.8 Garage Header, DF No. 2, 6x12" Key No. 2.9 Header, Glulam WS, 24F-1.8E, 3-1/8x10-1/2" Key No. 2.10 Header, DF No. 2, 4x12" Key No. 2.11 Beam at Front Porch, DF No. 2, 4x8" Key No. 2.12 Beam at Rear Porch, DF No. 2, 6x10" Key No. 2.13 Post within Wall, DF No. 2, 6x6" Key No. 2.14 Post at Porch, HF No. 2, 6x6", P.T. Floor above Crawl Space Key No. 3.1 TJI 210, 2-1/16x11-7/8", @ 16" o.c. Key No. 3.2 Beam, DF No. 2, 4x10" Floor above Crawl Space Key No. 4.1 Continuous Footing, fc = 2,500 psi, 16x8", w/Stem Wall 8" Key No. 4.2 Continuous Footing, fc = 2,500 psi, 16x8" Key No. 4.3 Spread Footing, fc = 2,500 psi, 42x42x8" Key No. 4.4 Sonotube, Dia. 24", fc = 2,500 psi tecinstruct LLC 23 Project: Robinett Homes, Plan 2624, Bridgemont 2.3 Roof Key No. 1.1 Manufactured Truss Roof Span: L = varies Load: DL = 15 psf SL = 25 psf Layout and design per manufacturer Key No. 1.2 Header, DF No. 2, 4x12" Span: L = 8 ft Load: roof w/trib 19 ft DL 19 x 15 = 285 plf SL 19 x 25 = 475 plf For calculation see design sheets Key No. 1.3 Header, DF No. 2, 4x8" Span: L = 5 ft Load: roof w/trib 19 ft DL 19 x 15 = 285 plf SL 19 x 25 = 475 plf For calculation see design sheets Key No. 1.4 Header, DF No. 2, 4x6" Span: max L = 4 ft Load: roof w/trib 3 ft DL 3 x 15 = 45 plf SL 3 x 25 = 75 plf For calculation see design sheets tecinstruct LLC 24 Project: Robinett Homes, Plan 2624, Bridgemont 2.4 Framing above Main Level Key No. 2.1 Manufactured Truss Roof Span: L = varies Load: DL = 15 psf SL = 25 psf Layout and design per manufacturer Key No. 2.2 TJI 210, 2-1/16x11-7/8", @ 16" o.c. Span: max L = 17 ft Load: DL = 20 psf LL = 40 psf Per iLevel span tables for deflection L/480 Key No. 2.3 Stair Stringers, HF No. 2, 2x12", @ 16" o.c. Span: L = 6 ft Load: DL = 20 psf LL = 40 psf Per span tables Key No. 2.4 Joists at Landing, HF No. 2, 2x6", @ 16" o.c. Span: L = 4 ft Load: DL = 20 psf LL = 40 psf Per span tables Key No. 2.5 Glulam WS, 24F-1.8E, 5-1/8x25-1/2" Span: L = 24 ft Load: upper and lower roof w/tot trib 23 ft, floor w/trib 6 ft, wall w/ h 8 ft DL 23 x 15 + 6 x 20 + 8 x 10 = 545plf LL 6 x 40 = 240 plf SL 23 x 25 = 575 plf For calculation see design sheets Key No. 2.5 Glulam WS, 24F-1.8E, 5-1/8x18" Span: L = 23 ft Load: roof w/trib 3 ft, floor w/trib 8 ft, wall w/h 8 ft DL 3 x 15 + 8 x 20 + 8 x 10 = 285plf LL 8 x 40 = 320 plf SL 3 x 25 = 75 plf For calculation see design sheets tecinstruct LLC 25 Project: Robinett Homes, Plan 2624, Bridgemont Key No. 2.6 Beam, DF No. 2, 4x12" Span: L = 6 ft Load: floor w/trib 14 ft DL 14 x 20 = 280 plf LL 14 x 40 = 560 plf For calculation see design sheets Key No. 2.7 Header, DF No. 2, 4x6" Span: L = 3 ft Load: floor w/trib 11 ft DL 11 x 20 = 220 plf LL 11 x 40 = 440 plf For calculation see design sheets Key No. 2.8 Garage Header, DF No. 2, 6x12" Span: L = 16 ft Load: lower roof w/trib 7 ft DL 7 x 15 = 105 plf SL 7 x 25 = 175 plf For calculation see design sheets Key No. 2.9 Header, Glulam WS, 24F-1.8E, 3-1/8x10-1/2" Span: L = 8 ft Load: roof w/trib 18 ft, floor w/trib 11 ft, wall w/ h 8 ft DL 18x15 + 11 x20 + 8x10 = 570plf LL 11 x 40 = 440 plf SL 18 x 25 = 450 plf For calculation see design sheets Key No. 2.10 Header, DF No. 2, 4x12" Span: L = 6 ft Load: roof w/trib 18 ft, floor w/trib 11 ft, wall w/ h 8 ft DL 18x15 + 11x20 + 8x10 = 570plf LL 11 x 40 = 440 plf SL 18 x 25 = 450 plf For calculation see design sheets tecinstruct LLC 26 Project: Robinett Homes, Plan 2624, Bridgemont Key No. 2.11 Beam at Front Porch, DF No. 2, 4x8" Span: L = 10 ft Load: roof w/trib 4 ft DL 4 x 15 = 60 plf SL 4 x 25 = 100 plf For calculation see design sheets Key No. 2.12 Beam at Rear Porch, DF No. 2, 6x10" Span: L = 12 ft Load: roof w/trib 9 ft DL 9 x 15 = 135 plf SL 9 x 25 = 225 plf For calculation see design sheets Key No. 2.13 Post within Wall, DF No. 2, 6x6" Height: H = 9 ft Load: max P = reaction from beam 2.5 PDL = 6,640lbs PLL = 7,440lbs For calculation see design sheets Key No. 2.14 Post at Porch, HF No. 2, 6x6", P.T. Height: H = 9 ft Load: reaction from beam 2.12 PDL = 815lbs PLL = 1,360 Ibs Per inspection tecinstruct LLC 27 Project: Robinett Homes, Plan 2624, Bridgemont 2.5 Framing above Crawl Space Key No. 3.1 TJI 210, 2-1/16x11-7/8", @ 16" ox. Same as 2.2 Key No. 3.2 Beam, DF No. 2, 4x10" Span: L 3-span = 4 + 4 + 4 ft Load: upper floor w/trb 14 ft, CS floor w/trib 14 ft, wall w/h 9 ft DL 28 x 20 + 9 x 10 = 550 plf LL 28 x 40 = 920 plf For calculation see design sheets tecinstruct LLC 28 Project: Robinett Homes, Plan 2624, Bridgemont 2.6 Foundation Key No. 4.1 Continuous Footing, fc = 2,500 psi, 16x8", w/Stem Wall 8" Dimensions per prescriptive requirements for 2-story structures Reinforcement: (2) rebars#4 longitudinal hooked verticals#3 @ 18" o.c., alternated Key No. 4.2 Continuous Footing, fc = 2,500 psi, 16x8" Load max P = reaction from beam 3.2 = 7,790 Ibs Load is distributed over 1.33 x 4 = 5.32 sgft Soil pressure 7,790/5.32 = 1,464 psf< 1,500 Reinforcement: (2) rebars#4 longitudinal Key No. 4.3 Spread Footing, fc = 2,500 psi, 42x42x8" Load from post 2. P = 14,080lbs Soil pressure 14,080/ 12.25 = 1,150 psf< 2,000 Rebars #4 @ 6" o.c. both directions Key No. 4.4 Sonotube, Dia. 24", fc = 2,500 psi Load from post 2.14 P = 2,175lbs Area A 3.14 x 22/4 Soil pressure 2,175/3.14 = 693 psf< 1,500 Also used at front porch tecinstruct LLC 29 Robinett Plan 2624 WOOdWorkS Bridgemont 1_2 Header June 23, 2023 18:12 ' 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 285.0 plf SL Snow Full UDL 475.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 8'-1.41" 0' 8' Unfactored• Dead 1157 1157 Snow 1928 1928 Factored: Total 3085 3085 Bearing: Capacity Beam 3085 3085 Support 3415 3415 Des ratio Beam 1.00 1.00 Support 0. 90 0. 90 Load comb #2 #2 Length 1.41 1.41 Min req'd 1.41 1.41 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'-1.44"; Clear span: T-10.56"; 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 = 87 Fv' = 207 psi fv/Fv' = 0.42 Bending(+) fb = 988 Fb' = 1056 psi fb/Fb' = 0. 94 Dead Defl'n 0.04 = < L/999 Live Defl'n 0.07 = < L/999 0.27 = L/360 in 0.25 Total Defl'n 0.11 = L/910 0.40 = L/240 in 0.26 30 ❑ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 1_2 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 = 3040, V design = 2283 lbs; M(+) = 6080 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. 31 Robinett Plan 2624 WOOdWorkS Bridgemont 1_3 Header June 23, 2023 18:16 ' 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 285.0 plf SL Snow Full UDL 475.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) S-0.88" 0' 5' Unfactored• Dead 723 723 Snow 1205 1205 Factored: Total 1928 1928 Bearing: Capacity Beam 1928 1928 Support 2135 2135 Des ratio Beam 1.00 1.00 Support 0.90 0. 90 Load comb #2 #2 Length 0.88 0.88 Min req'd 0.88 0.88 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, 4x8 (3-1/2"x7-1/4") Supports:All -Timber-soft Beam, D.Fir-L (N) No.2 Total length: 5'-0.88"; Clear span: 4'-11.13"; Volume =0.9 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 = 84 Fv' = 207 psi fv/Fv' = 0.40 Bending(+) fb = 930 Fb' = 1261 psi fb/Fb' = 0.74 Dead Defl'n 0.02 = < L/999 Live Defl'n 0.04 = < L/999 0.17 = L/360 in 0.23 Total Defl'n 0.06 = L/998 0.25 = L/240 I in 0.24 32 ❑ 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. 993 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 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 = 1900, V design = 1413 lbs; M(+) = 2375 lbs-ft EIy = 177.83 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Lateral stability(+) : Lu = 5' Le = 9'-11.56" RB = 8.4 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. 33 Robinett Plan 2624 WOOdWorkS Bridgemont 1_4 Header June 23, 2023 18:22 ' 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 45.0 plf SL Snow Full UDL 75.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 4'-0.5" 0' 4' Unfactored• Dead 91 91 Snow 152 152 Factored: Total 243 243 Bearing: Capacity Beam 1094 1094 Support 1211 1211 Des ratio Beam 0.22 0.22 Support 0.20 0.20 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, 4x4 (3-1/2"x3-1/2") Supports: All - Timber-soft Beam, D.Fir-L (N) No.2 Total length: 4'-0.5"; Clear span: 3'-11.5"; Volume = 0.3 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 = 25 Fv' = 207 psi fv/Fv' = 0.12 Bending(+) fb = 403 Fb' = 1466 psi fb/Fb' = 0.27 Dead Defl'n 0.01 = < L/999 Live Defl'n 0.02 = < L/999 0.13 = L/360 in 0.16 Total Defl'n 0.03 = < L/999 1 0.20 = L/240 I in 0.17 34 ❑ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 1_4 Header 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 1.15 1.00 1 .00 - - - - 1.00 1.00 2 Fb'+ 850 1.15 1.00 1 .00 1 .000 1.500 - 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 = 240, V design = 203 lbs; M(+) = 240 lbs-ft EIy = 20.01 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. 35 Robinett Plan 2624 WOOdWorks' Bridgemont o"w a toR woo os, n 2_5 G LB I I June 23, 2023 21:31 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 545.0 plf LL Live Full UDL 240.0 plf SL Snow Full UDL 575.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 24'-4.23" 11 0' 24' Unfactored: Dead 6636 6636 Live 2922 2922 Snow 7001 7001 Factored: Total 14079 14079 Bearing: Capacity Beam 14079 14079 Support 14528 14528 Des ratio Beam 1.00 1 .00 Support 0. 97 0 . 97 Load comb #3 #3 Length 4 .23 4 .23 Min req'd 4 .23 4 .23 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: 24'-4.25"; Clear span: 23'-7.75"; Volume = 22.1 cu.ft.; 17 laminations, 5-1/8" maximum width, Lateral support:top = continuous, bottom = at supports; This section PASSES the design code check. 36 ❑ 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 = 129 Fv' = 305 psi fv/Fv' = 0.42 Bending(+) fb = 1799 Fb' = 2526 psi fb/Fb' = 0.71 Dead Defl'n 0.32 = L/902 Live Defl'n 0.36 = L/804 0.80 = L/360 in 0.45 Total Defl'n 0. 68 = L/425 1 1.20 = L/240 in 0.56 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 0.915 - - 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 = 13875, V design = 11214 lbs; M(+) = 83250 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). 37 Robinett Plan 2624 WOOdWorks' Bridgemont o"w a«oRwo�oos,^ n 2_6 Beam I I June 23, 2023 21:36 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 280.0 plf LL Live Full UDL 560.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 6'-1.17" 0' 6' Unfactored: Dead 854 854 Live 1707 1707 Factored: Total 2561 2561 Bearing: Capacity Beam 2561 2561 Support 2835 2835 Des ratio Beam 1.00 1 .00 Support 0. 90 0 . 90 Load comb #2 #2 Length 1.17 1 .17 Min req'd 1.17 1 .17 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: 6-1.19"; Clear span: 5'-10.81"; Volume = 1.7 cu.ft. Lateral support:top = continuous, bottom = at supports; This section PASSES the design code check. 38 ❑ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 2_6 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 = 64 Fv' = 180 psi fv/Fv' = 0.36 Bending(+) fb = 614 Fb' = 935 psi fb/Fb' = 0. 66 Dead Defl'n 0.01 = < L/999 Live Defl'n 0.02 = < L/999 0.20 = L/360 in 0.12 Total Defl'n 0.03 = < L/999 1 0.30 = L/240 in 0.10 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 = 2520, V design = 1692 lbs; M(+) = 3780 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. 39 Robinett Plan 2624 WOOdWorks' Bridgemont 2_7 Header I I June 23, 2023 21:48 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 220.0 plf LL Live Full UDL 440.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 3'-0.5" 0' 3' Unfactored: Dead 335 335 Live 669 669 Factored: Total 1004 1004 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: 3'-0.5"; Clear span: 2'-11.5"; Volume = 0.4 cu.ft. Lateral support:top = continuous, bottom = at supports; This section PASSES the design code check. 40 ❑ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 2_7 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 = 53 Fv' = 180 psi fv/Fv' = 0.29 Bending(+) fb = 505 Fb' = 1105 psi fb/Fb' = 0.46 Dead Defl'n 0.00 = < L/999 Live Defl'n 0.01 = < L/999 0.10 = L/360 in 0.10 Total Defl'n 0.01 = < L/999 1 0.15 = L/240 in 0.09 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 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 = 990, V design = 674 lbs; M(+) = 743 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. 41 Robinett Plan 2624 WOOdWorkS Bridgemont 2_8 Garage Header June 23, 2023 21:46 ' 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 105.0 plf SL Snow Full UDL 175.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 16'-0.65" 0' 16' Unfactored• Dead 843 843 Snow 1405 1405 Factored: Total 2248 2248 Bearing: Capacity Beam 2248 2248 Support 2401 2401 Des ratio Beam 1.00 1.00 Support 0. 94 0. 94 Load comb #2 #2 Length 0. 65 0. 65 Min req'd 0. 65 0. 65 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'-0.63"; Clear span: 15'-11.38"; Volume = 7.1 cu.ft.; Beam or stringer 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 = 47 Fv' = 195 psi fv/Fv' = 0.24 Bending(+) fb = 887 Fb' = 1006 psi fb/Fb' = 0.88 Dead Defl'n 0.17 = < L/999 Live Defl'n 0.28 = L/674 0.53 = L/360 in 0.53 11 Total Defl'n 0.46 = L/421 0.80 = L/240 in 0.57 42 ❑ 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 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 = 2240, V design = 1964 lbs; M(+) = 8960 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. 43 Robinett Plan 2624 WOOdWorks' Bridgemont 2_9 Header June 26, 2023 13:56 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 570.0 plf LL Live Full UDL 440.0 plf SL Snow Full UDL 450.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 8'-2.5" 0' 8' Unfactored: Dead 2339 2339 Live 1806 1806 Snow 1847 1847 Factored: Total 5079 5079 Bearing: Capacity Beam 5079 5079 Support 5470 5470 Des ratio Beam 1.00 1 .00 Support 0. 93 0 . 93 Load comb #3 #3 Length 2.50 2 .50 Min req'd 2.50 2 .50 Cb 1.00 1 .00 Cb min 1.00 1 .00 Cb support 1.12 1 .12 Fcp sup 625 625 Glulam-Unbalan., West Species, 24F-1.8E WS, 3-1/8"x10-1/2" Supports: All -Timber-soft Beam, D.Fir-L (N) No.2 Total length: 8'-2.5"; Clear span: 7-9.5"; Volume = 1.9 cu.ft.; 7 laminations, 3-1/8" maximum width, Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. 44 ❑ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 2_9 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 = 171 Fv' = 305 psi fv/Fv' = 0.56 Bending(+) fb = 2069 Fb' = 2619 psi fb/Fb' = 0.79 Dead Defl'n 0.10 = L/991 Live Defl'n 0.11 = L/846 0.27 = L/360 in 0.43 Total Defl'n 0.21 = L/456 1 0.40 = L/240 in 0.53 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 0. 949 1.000 - - 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 = 4950, V design = 3738 lbs; M(+) = 9900 lbs-ft EIy = 542.63 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow...) Total deflection = 0.5 dead + "live" Lateral stability(+) : Lu = 8' Le = 15'-8.00" RB = 14.2 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. 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). 45 Robinett Plan 2624 WOOdWorks' Bridgemont 2_10 Header June 26, 2023 14:02 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 570.0 plf LL Live Full UDL 440.0 plf SL Snow Full UDL 450.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 6'-1.74" 0' 6' Unfactored: Dead 1751 1751 Live 1352 1352 Snow 1383 1383 Factored: Total 3802 3802 Bearing: Capacity Beam 3802 3802 Support 4209 4209 Des ratio Beam 1.00 1 .00 Support 0. 90 0 . 90 Load comb #3 #3 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 1.11 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: 6'-1.75"; Clear span: 5-10.25"; Volume = 1.7 cu.ft. Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. 46 ❑ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 2_10 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 = 94 Fv' = 207 psi fv/Fv' = 0.45 Bending(+) fb = 905 Fb' = 1061 psi fb/Fb' = 0.85 Dead Defl'n 0.03 = < L/999 Live Defl'n 0.03 = < L/999 0.20 = L/360 in 0.15 Total Defl'n 0.05 = < L/999 1 0.30 = L/240 in 0.18 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 3 Fb'+ 850 1.15 1.00 1.00 0. 987 1.100 - 1.00 1.00 1.00 3 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 #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 = 3713, V design = 2463 lbs; M(+) = 5569 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" Lateral stability(+) : Lu = 6' Le = 12 '-4.31" RB = 11.7 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. 47 Robinett Plan 2624 WOOdWorks' Bridgemont o"wa.oRwo�oos,� 2_11 Beam June 26, 2023 14:36 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 60.0 plf SL Snow Full UDL 100.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 10'-0.5" 0' 10, Unfactored: Dead 301 301 Snow 502 502 Factored: Total 803 803 Bearing: Capacity Beam 1094 1094 Support 1211 1211 Des ratio Beam 0.73 0 .73 Support 0. 66 0 . 66 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, 4x8 (3-1/2"x7-1/4") Supports: All -Timber-soft Beam, D.Fir-L (N) No.2 Total length: 10'-0.5"; Clear span: 9'-11.5"; Volume = 1.8 cu.ft. 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 = 41 Fv' = 207 psi fv/Fv' = 0.20 Bending(+) fb = 783 Fb' = 1271 psi fb/Fb' = 0. 62 Dead Defl'n 0.08 = < L/999 Live Defl'n 0.13 = L/948 0 .33 = L/360 in 0.38 Total Defl'n 0.20 = L/592 0 .50 = L/240 I in 0.40 48 ❑ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 2_11 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' 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 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 = 800, V design = 700 lbs; M(+) = 2000 lbs-ft EIy = 177.83 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. 49 Robinett Plan 2624 WOOdWorkS Bridgemont 2_12 Beam June 26, 2023 14:40 ' 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 135.0 plf SL Snow Full UDL 225.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 12'-0.63" 0' 12' Unfactored• Dead 814 814 Snow 1356 1356 Factored: Total 2169 2169 Bearing: Capacity Beam 2169 2169 Support 2317 2317 Des ratio Beam 1.00 1.00 Support 0. 94 0. 94 Load comb #2 #2 Length 0. 63 0. 63 Min req'd 0. 63 0. 63 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, 6x10 (5-1/2"x9-1/2") Supports: All - Timber-soft Beam, D.Fir-L (N) No.2 Total length: 12'-0.63"; Clear span: 1 V-11.38"; Volume = 4.4 cu.ft.; Beam or stringer 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 = 54 Fv' = 195 psi fv/Fv' = 0.27 Bending(+) fb = 940 Fb' = 1006 psi fb/Fb' = 0. 93 Dead Defl'n 0.12 = < L/999 Live Defl'n 0.21 = L/700 0.40 = L/360 in 0.51 11 Total Defl'n 0.33 = L/437 0. 60 = L/240 I in 0.55 50 ❑ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 2_12 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' 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 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 = 2160, V design = 1866 lbs; M(+) = 6480 lbs-ft EIy = 510.84 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. 51 WoodWorks1v 2 13 Post June 26, 2023 14:45 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") 6640 lbs PLL Live Axial (Ecc. = 0.00") 7440 lbs Reactions (lbs): 9' o m 0' 9' Unfactored• Lateral: Dead Live Axial: Dead 6640 6640 Live 7440 7440 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 PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Axial fc = 465 Fc' = 559 psi fc/Fc' = 0.83 Axial Bearing fc = 465 Fc* = 700 psi fc/Fc* = 0. 66 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 52 ❑ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 2_13 Post WoodWorks@ Sizer 2019 (Update 4) Page 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. 53 Robinett Plan 2624 WOOdWorks' Bridgemont o"w a«oRwo�oos,^ n 3_2 Beam I I June 26, 2023 15:02 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 No 650.0 plf LL Live Full UDL No 1120.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 12'-1.34" 0' 4' 8' 12' Unfactored: Dead 1076 2860 2860 1076 Live 1855 4928 4928 1855 Factored: Total 2931 7788 7788 2931 Bearing: Capacity Beam 2931 7855 7855 2931 Support 3245 7788 7788 3245 Des ratio Beam 1.00 0 . 99 0. 99 1 .00 Support 0. 90 1 .00 1.00 0 . 90 Load comb #2 #2 #2 #2 Length 1.34 3.22 3.22 1 .34 Min req'd 1.34 3.22** 3.22** 1 .34 Cb 1.00 1 .12 1. 12 1 .00 Cb min 1.00 1 .12 1. 12 1 .00 Cb support 1. 11 1 .11 1. 11 1 .11 Fcp sup 625 625 625 625 "Minimum bearing length governed by the required width of the supporting member. 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'-1.31"; Clear span: 3'-9.75", 3'-8.81", 3'-9.75"; 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 = 124 Fv' = 180 psi fv/Fv' = 0. 69 Bending(+) fb = 545 Fb' = 1020 psi fb/Fb' = 0.53 Bending(-) fb = 681 Fb' = 1000 psi fb/Fb' = 0. 68 Dead Defl'n 0.00 = < L/999 Live Defl'n 0.01 = < L/999 0 .13 = L/360 in 0.07 Total Defl'n 0.01 = < L/999 0 .20 = L/240 in 0.06 54 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 2 Fb'+ 850 1.00 1.00 1 .00 1 .000 1.200 - 1. 00 1.00 1.00 2 Fb'- 850 1.00 1.00 1 .00 0 . 980 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 + L Bending(+) : 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 Support 3 - LC #2 = D + L Support 4 - 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 = 4248, V design = 2676 lbs; M(+) = 2266 lbs-ft; M(-) = 2832 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.