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HomeMy WebLinkAboutRES2025-0001 Lot 1 Applications Riverside at Scholls Meadow Building Permit Application Residential FOR OFFICE USE ONLY rCity of Tigard Date/By: Received 13125 SW Hall Blvd.,Tigard,OR 97223 Plan Review Permit No.: Phone: 503.718.2439 Fax: 503.598.1960 Date/By: Other Permit: TIGARD Inspection Line: 503.639.4175 Date Ready/By: Juris: H Sec Page 2 for Internet: www.tigard-or.gov Notified/Method: Supplemental Information TYPE OF WORK ' . REQUIRED DATA:1-AND 2-FAMILY DWELLING ❑✓ New construction El Demolition Permit fees*are based on the value of the work performed. Indicate the value(rounded to the nearest dollar)of all ❑Addition/alteration/replacement 0 Other: equipment,materials,labor,overhead,and the profit for the — II ill CATEGORY OF CONSTRUCTION work indicated on this application. Valuation: $ 01-and 2-family dwelling ❑Commercial/industrial ❑Accessory building El Multi-familyNumber of bedrooms: 5 ❑Master builder ❑Other: Number of bathrooms: 3 JOB SITE INFORMATION AND LOCATION Total number of floors: 2 Job site address: 17499 SW Grand St New dwelling area: 2466 square feet City/State/ZIP: Sherwood/OR/97140 Garage/carport area: 390 square feet Suite/bldg./apt.no.: Project name: Riverside at Scholls Meadow Covered porch area: square feet Cross street/directions to job site: Roy Rogers & Jean Louise Rd Deck area: square feet Other structure area: square feet i REQUIRED DATA:COMMERCIAL-USE CHECKLIST Subdivision: Riverside at Scholls Meadow Lot no.: I Permit fees*are based on the value of the work performed. Tax map/parcel no.: WCTM 2S 106 DC 16400 Indicate the value(rounded to the nearest dollar)of all equipment,materials,labor,overhead,and the profit for the DESCRIPTION OF WORK work indicated on this application. Construction of single family detached residence Valuation: $ Existing building area: square feet New building area: square feet ❑✓ PROPERTY OWNER ,� ❑ TENANT Number of stories: Name: Riverside Homes Type of construction: Address: 15350 SW Sequoia Pkwy, Suite 320 Occupancy groups: City/State/ZIP: Portland, OR 97224 Existing: Phone:(971) 371-1310 Fax:( ) New: i ❑✓ APPLICANT ❑ CONTACT PERSON BUILDING PERMIT FEES* Business name: Riverside Homes ■ (Please refer to fee schedule) Structural plan review fee(or deposit): Contact name: Jennifer Doty FLS plan review fee(if applicable): Address: 15350 SW Sequoia Pkwy, Suite 320 Total fees due upon application: City/State/ZIP: Portland, OR 97224 Amount received: Phone:(971 ) 371-1310 Fax: :( ) PHOTOVOLTAIC SOLAR PANEL SYSTEM FEES* E-mail: jdoty@riversidehome.com Commercial and residential prescriptive installation of CONTRACTOR I. roof-top mounted PhotoVoltaic Solar Panel System. Business name: Riverside Homes Submit two(2)sets of roof plan with connection details and fire department access,along with the 2010 Oregon Address: 15350 SW Sequoia Pkwy, Suite 320 Solar Installation Specialty Code checklist. City/State/ZIP: Portland, OR 97224 Permit Fee(includes plan review $180.00 and administrative fees): Phone:(971) 371-1310 Fax:( ) State surcharge(12%of permit fee): $21.60 CCB lic.: 189148 Total fee due upon application: $201.60 Authorized signature: �' ys--� This permit application expires if a permit is not obtained within 180 days after it has been accepted as complete. *Fee methodology set by Tri-County Building Industry Print name: Jennifer Doty Date: 2/4/2025 Service Board. I:\Building\Permits\BUP-RESPermitApp.doc 02/24/2011 440-4613T(11/02/COM/WEB) Building Permit Application Checklist One- and Two-Family Dwelling FOR OFFICE USE ONLY Received City of TigardIpq Pei mit No. Date/By: SW Hall Blvd.,Tigard,OR 97223 Associated permits: e Phone: 503.718.2439 Fax: 503.598.1960 TIGARD 24-Hour Inspection Line: 503.639.4175 ID Electrical El Plumbing El Mechanical Internet: www.tigard-or.gov ❑ Other: THE FOLLOWING ITEMS ARE REQUIRED FOR PLAN REVIEW Yes No N/A 1 Land use actions completed. See jurisdiction criteria for concurrent reviews. ❑ ❑ ❑ 2 Zoning. Flood plain,solar balance points,seismic soils designation,historic district,etc. ❑ ❑ ❑ 3 Verification of approved plat/lot. ❑ ❑ ❑ 4 Fire district approval required. Name of district: Tualtin Valley Fire&Rescue . El El El 5 Septic system permit or authorization for remodel. Existing system capacity ElEl III 6 Sewer permit. ❑ ❑ ❑ 7 Water district approval. ❑ LI ❑ 8 Soils report. Must carry original applicable stamp and signature on file or with application. ❑ ❑ ❑ 9 Erosion control ❑plan ❑permit required. Include drainage-way protection,silt fence design and location of catch- ❑ ❑ ❑ basin protection,etc. 10 3 Complete sets of legible plans. Must be drawn to scale,showing conformance to applicable local and state ❑ ❑ ❑ building codes. Lateral design details and connections must be incorporated into the plans or on a separate full-size sheet attached to the plans with cross references between plan location and details. Plan review cannot be completed if copyright violations exist. 11 Site/plot plan drawn to scale. The plan must show lot and building setback dimensions;property corner elevations(if ❑ ❑ ❑ there is more than a 4-ft.elevation differential,plan must show contour lines at 2-ft.intervals);location of easements and driveway;footprint of structure(including decks);location of wells/septic systems;utility locations;direction indicator;lot area;building coverage area;percentage of coverage;impervious area;existing structures on site;and surface drainage. 12 Foundation plan. Show dimensions,anchor bolts,any hold-downs and reinforcing pads,connection details,vent size ❑ ❑ ❑ and location. 13 Floor plans. Show all dimensions,room identification,window size,location of smoke detectors,water heater, ❑ ❑ ❑ furnace,ventilation fans,plumbing fixtures,balconies and decks 30 inches above grade,etc. 14 Cross section(s)and details. Show all framing-member sizes and spacing such as floor beams,headers,joists,sub- ❑ ❑ ❑ floor,wall construction,roof construction. More than one cross section may be required to clearly portray construction. Show details of all wall and roof sheathing,roofing,roof slope,ceiling height,siding material,footings and foundation,stairs,fireplace construction,thermal insulation,etc. 15 Elevation views. Provide elevations for new construction;minimum of two elevations for additions and remodels. ❑ ❑ ❑ Exterior elevations must reflect the actual grade if the change in grade is greater than four foot at building envelope. Full-size sheet addendums showing foundation elevations with cross references are acceptable. 16 Wall bracing(prescriptive path)and/or lateral analysis plans. Must indicate details and locations;for non- ❑ ❑ ❑ prescriptive path analysis provide specifications and calculations to engineering standards. 17 Floor/roof framing. Provide plans for all floors/roof assemblies,indicating member sizing,spacing,and bearing ❑ ❑ ❑ locations. Show attic ventilation. 18 Basement and retaining walls. Provide cross sections and details showing placement of rebar. For engineered ❑ ❑ ❑ systems,see item 22,"Engineer's calculations." 19 Beam calculations. Provide two sets of calculations using current code design values for all beams and multiple joists ❑ ❑ ❑ over 10 feet long and/or any beam/joist carrying a non-uniform load. 20 Manufactured floor/roof truss design details. ❑ ❑ ❑ 21 Energy Code compliance. Identify the prescriptive path or provide calculations. A gas-piping schematic is required ❑ ❑ ❑ for four or more appliances. 22 Engineer's calculations. When required or provided,(i.e.,shear wall,roof truss)shall be stamped by an engineer or ❑ ❑ ❑ architect licensed in Oregon and shall be shown to be applicable to the project under review. JURISDICTIONAL SPECIFICS 23 Three(3)site plans are required for Item 11 above. Site plans must be 8-1/2"x 11"or 11"x 17". ❑ ❑ ❑ 24 Two(2)sets each are required for Items 16, 19,20 and 22 above. ❑ ❑ ❑ 25 Building plans shall not contain red lines or tape-ons. "Mirrored"building plans will not be accepted. ❑ ❑ ❑ 26 "Reversed"building plans must meet criteria outlined in the Permit&System Development Fees document. ❑ ❑ ❑ 27 "Drawn to scale"indicates standard architect or engineer scale. ❑ ❑ ❑ 28 Site plan to include tree size,type and location per approved project street tree plan(if applicable),and City of Tigard ❑ ❑ ❑ Street Tree List. 29 Site plan to include trees and tree protection measures as required by conditions of approval. Tree locations,driplines, ❑ ❑ ❑ and protection measures must be drawn to scale and must include the project arborist's signature of approval. 30 A Clean Water Services'Sensitive Area Pre-Screening Site Assessment form is required for all building additions, ❑ ❑ ❑ including decks,patio covers(over non-impervious surface)and accessory structures to existing residential dwellings on a lot of record approved prior to September 9,1995. I:\Building\Permits\BUP-RESPermitApp.doc 02/24/2011 440-4613T(11/02/COM/WEB) Mechanical Permit Application FOR OFFICE USE ONLY City of Tigard Received II - Date/By: Permit No.: I13125 SW Hall Blvd.,Tigard,OR 97223 Plan Review Phone: 503.718.2439 Fax: 503.598.1960 Date/By: Other Permit: TIGARD Inspection Line: 503.639.4175 Date Ready/By: Juris: I gi See Page 2 for Internet: www.tigard-or.gov Notified/Method: Supplemental Information TYPE OF WORK COMMERCIAL FEE* SCHEDULE - USE CHECKLIST Mechanical permit fees*are based on the value of the work El New construction ❑Addition/alteration/replacement performed.Indicate the value(rounded to the nearest dollar)of all ❑Demolition ❑Other: mechanical materials,equipment,labor,overhead,and profit. _ Value:$ r CATEGORY OF CONSTRUCTIO RESIDENTIAL EQUIPMENT/SYSTEMS FEES* El1-and 2-family dwelling ❑Commercial/industrial ❑Accessory building For special information use checklist. E Multi-family ❑Master builder ❑Other: Description Qty. Ea. Total s JOB SITE INFORMATION AND LOCATION Heating/cooling: Air conditioning 1 46.75 1 46.75 Job site address: 17499 SW Grand St Furnace 100,000 BTU(ducts/vents) 1 46.75 46.75 City/State/ZIP: Sherwood/OR/97140 Furnace 100,000+BTU(ducts/vents) 54.91 Heat pump 61.06 Suite/bldg./apt.no.: Project name: Riverside at Scholls Meadow Duct work 23.32 Cross street/directions to job site: Roy Rogers & Jean Louise Rd Hydronic hot water system 23.32 Residential boiler(radiator or hydronic) 23.32 Unit heaters(fuel-type,not electric), in-wall,in-duct,suspended,etc. 46.75 Flue/vent for any of above 23.32 Subdivision: Riverside at Scholls Meadow Lot no.: 1 Other: 23.32 Other fuel appliances: Tax map/parcel no.: WCTM 2S 106DC 16400 Water heater 1 23.32 23.32 M 1 DESCRIPTION OF WORK Gas fireplace/insert 1 33.39 33.39 Flue vent for water heater or gas Construction of single family detached residence fireplace 23.32 Log lighter(gas) 23.32 Wood/pellet stove 33.39 Wood fireplace/insert 23.32 Chimney/liner/flue/vent 23.32 Other: 23.32 ElPROPERTY OWNER ❑ TENANT Environmental exhaust and ventilation: Name: Riverside Homes Range hood/other kitchen equipment 1 33.39 33.39 Address: 15350 SW Sequoia Pkwy, Suite 320 Clothes dryer exhaust 1 33.39 33.39 City/State/ZIP: Portland, OR 97224 Single-duct exhaust(bathrooms, toilet compartments,utility rooms) 5 23.32 116.6 Phone:(971 ) 371-1310 Fax:( ) Attic/crawlspace fans 23.32 El APPLICANT ❑ CONTACT PERSON Other: 23.32 Business name: Riverside Homes Fuel piping: $14.15 for first four;$4.03 for each additional Contact name: Jennifer Doty Furnace,etc. 1 Address: 15350 SW Sequoia Pkwy, Suite 320 Gas heat pumpWall/suspended/unitheater City/State/ZIP: Portland, OR 97224 Water heater 1 Phone:(971 )371-1310 Fax: :( ) Fireplace 1 Range 1 E-mail: jdoty@riversidehome.com Barbecue CONTRACTOR Clothes dryer(gas) Business name: Proheating & Cooling Other: ' MECHANICAL PERMIT FEES* Address: 2123 NE Aloclek Dr, Suite 1209 Subtotal City/State/ZIP: Hillsboro/OR//97124 Minimum permit fee($90.00) Plan review(25%of permit fee) Phone:( 971)205-4989 Fax:( ) State surcharge(12%of permit fee) CCB lie.: 209001 TOTAL PERMIT FEE This permit application expires if a permit is not obtained within 180 days after it has been accepted as complete. Authorized signature: * Fee methodology set by Tri-County Building Industry Service Board Print name: Jennifer Doty Date: 2/4/2025 I:\Building\Permits\MEC_PermitApp_040113.doc 440-4617T(11/02/COM/WEB) Mechanical Permit Application - City of Tigard Page 2 - Supplemental Information Commercial& Multi-Family Fee Schedule: _Total Valuation: Permit Fee: _ $0.00 to$500.00 Minimum fee$69.06 $500.01 to$5,000.00 $69.06 for the first$500.00 and $3.07 for each additional$100.00 or fraction thereof,to and including $5,000.00. $5,000.01 to$10,000.00 $207.21 for the first$5,000.00 and $2.81 for each additional$100.00 or fraction thereof,to and including $10,000.00. $10,000.01 to$50,000.00 $347.71 for the first$10,000.00 and $2.54 for each additional$100.00 or fraction thereof,to and including $50,000.00. $50,000.01 to$100,000.00 $1,363.71 for the first$50,000.00 and $2.49 for each additional$100.00 or fraction thereof,to and including $100,000.00. $100,000.01 and up $2,608.71 for the first$100,000.00 and $2.92 for each additional$100.00 or fraction thereof. Note: All new commercial buildings require 2 sets of plans. I:\Building\Permits\MEC_PermitApp_040113.doc 2 Electrical Permit Application FOR OFFICE USE ONLY - City of Tigard ReceivedB Date : Permit#: II it 13125 SW Hall Blvd.,Tigard,OR 97223 Plan Review Phone: 503.718.2439 Fax: 503.598.1960 Date/B : Related Permit#: Inspection Line: 503.639.4175 Ready Date/By: Juris: Ea See Page 2 for TIGARD Internet: www.tigard-or.gov Notified/Method: Supplemental Information TYPE OF WORK i PLAN REVIEW ❑New construction ❑Addition/alteration/replacement Please check all that apply(submit 2 sets of plans w/items checked): ❑Service or feeder 400 amps or more ❑Building over three stories. ❑Demolition ❑Other: where the available fault current ❑Marinas and boatyards. CATEGORY OF CONSTRUCTION exceeds 10,000 amps at 150 volts or ❑Floating buildings. ❑ 1-and 2-family dwelling ❑Commercial/industrial ❑Accessory building less to ground,or exceeds 14,000 ❑Commercial-use agricultural amps for all other installations. buildings. ❑Multi-family ❑Master builder ❑Other: ❑Fire pump. ❑Installation of 150 KVA or JOB SITE INFORMATION AND LOCATION j ❑Emergency system. larger separately derived ❑Addition of new motor load of system. Job#: Job site address: 17499 SW Grand St 100HP or more. ❑"A","E","1-z">"1-3", City/State/ZIP: Sherwood/OR/97140 ❑Six or more residential units. occupancy. ❑Health-care facilities. ❑Recreational vehicle parks. Suite/bldg./apt.#: 1 Project name: Riverside at Scholls Meadow ❑Hazardous locations. ❑Supply voltage for more than ❑Service or feeder 600 amps or more. 600 volts nominal. Cross street/directions to job site: Roy Rogers & Jean Louise Rd SCHEDULE Description I Qty. I Each I Total * New residential single-or multi-family dwelling unit. Subdivision: Riverside at Scholls Meadow Lot#: 1 Includes attached garage. 1,000 sq.ft.or less 168.54 4 Tax map/parcel#: WCTM 2S106DC16400 Ea.add'l 500 sq.ft.or portion 33.92 1 DESCRIPTION OF WORK i Limited energy,residential (with above sq.ft.) 75.00 2 Construction of single family detached residence Limited energy,multi-family residential(with above sq.ft.) 75.00 2 Renewable Energy El See Page 2 Q PROPERTY OWNER ❑ TENAN Services or feeders installation,alteration,and/or relocation Name: Riverside Homes 200 amps or less 100.70 2 Address: 15350 SW Sequoia Pkwy, Suite 320 201 amps to 400 amps 133.56 2 401 amps to 600 amps 200.34 2 City/State/ZIP: Portland, OR 97224 601 amps to 1,000 amps 301.04 2 Phone:(971 ) 371-1310 Fax:( ) Over 1,000 amps or volts 552.26 2 Temporary services or feeders installation,alteration,and/or Email: relocation Owner installation:This installation is being made on property that I own which is not 200 amps or less 59.36 1 intended for sale,lease,rent,or exchange,according to ORS 447,449,670,and 701. 201 amps to 400 amps 125.08 2 Owner signature: Date: 401 amps to 599 amps 168.54 2 0 APPLICANT ❑ CONTACT PERSON Branch circuits-new,alteration,or extension,per panel A.Fee for branch circuits with Business name: Riverside Homes above service or feeder fee, each branch circuit 7.42 2 Contact name: Jennifer Doty B.Fee for branch circuits without Address: 15350 SW Sequoia Pkwy, Suite 320 ece or feeder fee,first y� b brananch circuit 56.18 2 q City/State/ZIP: Portland, OR 97224 Each add'l branch circuit 7.42 2 Miscellaneous(service or feeder not included) Phone:(971 ) 371-1310 Fax: :( ) Each manufactured or modular dwelling,service and/or feeder 67.84 2 Email: jdoty@riversidehome.com Reconnect only 67.84 2 CONTRACTOR MIIM Pump or irrigation circle 67.84 2 Business name: West Side Electric Sign or outline lighting 67.84 2 1834 S E 8th Ave paelSignal circuit(s)or limited-energy El See Page 2 2 Address: an ,alteration,or extension. City/State/ZIP: Portland/OR/97214 Each additional inspection over allowable in any of the above Additional inspection(1 hr min) 66.25/hr Phone:(503) 231-1548 Fax:( ) Investigation(1 hr min) 90.00/hr Industrial plant(1 hr min) 78.18/hr Email: crystalk@westsideelectric.com Inspections for which no fee is 90.00/hr CCB Lic.: 13306 Electrical Lic.: 6-135C Suprv.Lic.: 5698-S specifically listed('/hr min) ELECTRICAL PERMIT FEES • Suprv.Electrician signature,required: LL AX. Subtotal: Print name: Brent Wall Date: 2/4/2025 0 Plan Review Required(25%of permit fee): 1 State surcharge(12%of permit fee): rs TOTAL PERMIT FEE: Authorized signature: // - - This permit application expires if a permit is not obtained within 180 Print name: Jennifer Doty Date: 2/4/2025 days after it has been accepted as complete. * Number of inspections allowed per permit. I:\Building\Permits\ELC_PermitApp_ELR_ERE.doc Rev 06/17/2015 440-4615T(11/05/COM/WEB Electrical Permit Application—City of Tigard Page 2—Supplemental Information Limited Energy Permit Fees: Renewable Energy Permit Fees: RESIDENTIAL WORK ONLY: FEE SCHEDULE Description I Qty. I Each Total I * Fee for all residential systems combined: $75.00 Renewable electrical energy systems: Check Type of Work Involved: 5 kva or less 100.70 2 5.01 to 15 kva 133.56 2 ❑ Audio and Stereo Systems* 15.01 to 25 kva 200.34 2 Wind generation systems in excess of 25 kva: ri B• urglar Alarm 25.01 to 50 kva 301.04 2 50.01 to 100 kva 552.26 2 ri G• arage Door Opener* >100 kva(fee in accordance 552.26 2 with OAR 918-309-0040) ri H• eating,Ventilation and Air Conditioning Solar generation systems in excess of 25 kva: System* Each additional kva over 25 7.42 3 ❑ Vacuum Systems* >100 kva—no additional charge 0.0 3 Each additional inspection over allowable in any of the above: n O• ther: Each additional inspection is 66.25/hr 1 charged at an hourly(1 hr min) Inspections for which no fee is 90.00/hr specifically listed('/2 hr min) COMMERCIAL WORK ONLY: ELECTRICAL PERMIT FEES Subtotal(Enter on Page 1): Fee for each commercial system: $75.00 * Number of inspections allowed per permit. (SEE OAR 918-309-0000) Check Type of Work Involved: n A• udio and Stereo Systems n B• oiler Controls n C• lock Systems ❑ Data Telecommunication Installation ❑ Fire Alarm Installation ❑ HVAC n Instrumentation n Intercom and Paging Systems n L• andscape Irrigation Control* Medical Nurse Calls ❑ Outdoor Landscape Lighting* n P• rotective Signaling n O• ther: Total number of commercial systems: *No licenses are required. Licenses are required for all other installations I:\Building\Permits\ELC_PermitApp_ELR_ERE.doc Rev 06/17/2015 Plumbing Permit Application Building Fixtures FOR OFFICE USE ONLY City of Tigard Received Permit No.: 1111 - 't 13125 SW Hall Blvd.,Tigard,OR 97223 Plan Ry: Plan Review Phone: 503.718.2439 Fax: 503.598.1960 Date/By: Other Permit No.: T I GAR D Inspection Line: 503.639.4175 Date Ready/By: Juris: ® See Page 2 for Internet: www.tigard-or.gov Notified/Method: Supplemental Information I TYPE OF WORK FEE* SCHEDULE ElNew construction ElDemolition For special information use checklist Description Qty. Ea. Total ❑Addition/alteration/replacement El Other: New 1-2-family dwellings(includes 100 ft.for each utility connection) EMMI CATEGORY OF CONSTRUCTION ' - SFR(1)bath 312.70 ✓ 1-and 2-familydwellingSFR(2)bath 437.78 ❑ 0Commercial/industrial SFR(3)bath 1 500.32 500.32 ❑Accessory building ❑Multi-family Each additional bath/kitchen 25.02 ❑Master builder ❑Other: Fire sprinkler( sq.ft.) Page 2 JOB SITE INFORMATION AND LOCATION Site utilities: Job site address: 17499 SW Grand St Catch basin or area drain 18.76 Drywell,leach line,or trench drain 18.76 City/State/ZIP: Sherwood/OR/97140 Footing drain(no.linear ft.:_) Page 2 Suite/bldg./apt.no.: Project name: Riverside at Scholls Meadow Manufactured home utilities 50.03 Cross street/directions to job site: Roy Rogers & Jean Louise Rd Manholes 18.76 Rain drain connector 1 18.76 18.76 Sanitary sewer(no.linear ft.:_) Page 2 Storm sewer(no.linear ft.:_) Page 2 Water service(no.linear ft.: ) Page 2 Subdivision: Riverside at Scholls Meadow Lot no.: 1 Fixture or item: Tax map/parcel no.: WCTM 2S106DC16400 Backflow preventer 31.27 DESCRIPTION OF WORK Backwater valve 12.51 Construction of single family detached residence Clothes washer 1 25.02 25.02 Dishwasher 1 25.02 25.02 Drinking fountain 25.02 Ejectors/sump 25.02 ❑✓ PROPERTY OWNER ❑ TENANT Expansion tank 12.51 Fixture/sewer cap 25.02 Name: Riverside Homes Floor drain/floor sink/hub 25.02 Address: 15350 SW Sequoia Pkwy, Suite 320 Garbage disposal 1 25.02 25.02 City/State/ZIP: Portland, OR 97224 Hose bib 2 25.02 50.04 Phone:(971 ) 371-1310 Fax:( ) Ice maker 1 12.51 12.51 ❑✓ APPLICANT ❑ CONTACT PERSON Interceptor/grease trap 25.02 Business name: Riverside Homes Medical gas(value:$ ) Page 2 Primer 12.51 Contact name: Jennifer Doty Roof drain(commercial) 12.51 Address: 15350 SW Sequoia Pkwy, Suite 320 Sink/basin/lavatory 6 25.02 150.12 City/State/ZIP: Portland, OR 97224 Solar units(potable water) 62.54 Phone:(971 ) 371-1310 Fax: :( ) Tub/shower/shower pan 4 12.51 50.04 E-mail: jdoty@riversidehome.com Urinal 25.02 CONTRACTOR FM Water closet 3 25.02 75.06 Water heater 1 37.52 37.52 Business name: H & H Mechanical Water piping/DWV 56.29 Address: 5757 SE Willow Ln Other: 25.02 City/State/ZIP: Milwaukie/OR/97267 Subtotal Phone:(503) 975-9787 Fax:( ) Minimum permit fee: $72.50 CCB Lie.: 178122 Plumbing Lic.no.: PB414 Plan review (25%of permit fee) State surcharge(12%of permit fee) Authorized signature: �- TOTAL PERMIT FEE Print name: Jennifer Doty Date: 2/4/2025 This permit application expires if a permit is not obtained within 180 days after it has been accepted as complete. *Fee methodology set by Tri-County Building Industry Service Board. I:\Building\Permits\PLMU-PermitApp.doc 10/01/09 440-4616T(10/02/COM/WEB) Plumbing Permit Application - City of Tigard Page 2 - Supplemental Information Fee Schedule: Residential Fire Suppression Systems: Site Utilities Qty. Fee(ea) Total Square Footage: Permit Fee: Footing drain-151 100' 50.03 0 to 2,000 $121.90 Footing drain-each additional 100' 37.52 2,001 to 3,600 $169.69 3,601 to 7,200 $233.20 Sewer-1st 100' 62.54 7,201 and greater $327.54 Sewer-each additional 100' 37.52 Water Service-1st 100' 62.54 Medical Gas Systems: Water Service-each additional 100' 37.52 Valuation: Permit Fee: Storm&Rain Drain-1st 100' 62.54 $1.00 to$5,000.00 Minimum fee$72.50 Storm&Rain Drain-each additional 100' 37.52 $5,001.00 to$10,000.00 $72.50 for the first$5,000.00 and$1.52 for Other Inspections or Fees Qty. Fee(ea) Total each additional$100.00 or fraction thereof,to and including$10,000.00. Inspection of existing plumbing or for $10,001.00 to$25,000.00 $148.50 for the first$10,000.00 and$1.54 for which no fee is specifically indicated 90.00/hr each additional$100.00 or fraction thereof,to (minimum charge-1/2 hour) and including$25,000.00. Inspections outside of normal business 90.00/hr $25,001.00 to$50,000.00 $379.50 for the first$25,000.00 and$1.45 for hours(minimum charge-2 hours) each additional$100.00 or fraction thereof,to Reinspection Fees 90.00/hr and including$50,000.00. Additional plan review for revisions 90.00/hr $50,001.00 and up $742.00 for the first$50,000.00 and$1.20 for (minimum charge-1/2 hour) each additional$100.00 or fraction thereof. Subtotal: Commercial Fixture Work: Are you capping,adding or replacing fixtures? If"yes", please indicate work performed by fixture. Failure to accurately report fixtures could result in increased sewer fees*. Quantity by Fixture Type Plan Review for Plumbing Installations Fixture Type for Replace/ Work Performed: Capped Added Relocate Plan review is required for any of the following. Baptistry/Font Please check all that apply. Bath Tub/Shower ❑ Any new commercial building with water service 2"and -Jacuzzi/Whirlpool greater,except systems designed and stamped by licensed Car Wash -Each Stall engineer. -Drive Thru ❑ New exterior plumbing site utilities for any complex structure Cuspidor/Water Aspirator as defined in OAR918-780-0040. Dishwasher -Commercial ❑ Medical gas and vacuum systems for health care facilities. -Domestic ❑ Any multipurpose fire sprinkler system. Drinking Fountain ❑ Any complex structure as defined in OAR918-780-0040. Eye Wash Floor Drain/sink -2" Submit 2 sets of plans with any of the above. -3" I Isometric or Riser Diagram Car Wash Drain ❑ Isometric riser dim is required for new buildings Garbage -Domestic-non-food ordiagram q g Disposal -Domestic-food related that meet the qualifications above. -Commercial-food related -Industrial-food related Ice Mach./Refrig.Drains Oil Separator(Gas Station) Comments regarding fixture work: Rec.Vehicle Dump Station Shower -Gang -Stall Sink/Lav -Non-food related -Bradley -Commercial-food related -Service Swimming Pool Filter *Note: If the fixture work under this permit results in an Washer-Clothes Water Extractor increase of sewer EDUs,a sewer permit will be issued and Water Closet-Toilet fees assessed for the sewer increase must be paid before the Urinal plumbing permit can be issued. Other Fixtures: C:\Users\npruett\Downloads\PLMF_PermitApp.doc 2 Plumbing Permit Application Building Fixtures FOR OFFICE USE ONLY City of Tigard Received Permit No.: 1111 - 't 13125 SW Hall Blvd.,Tigard,OR 97223 Plan Ry: Plan Review Phone: 503.718.2439 Fax: 503.598.1960 Date/By: Other Permit No.: T I GAR D Inspection Line: 503.639.4175 Date Ready/By: Juris: ® See Page 2 for Internet: www.tigard-or.gov Notified/Method: Supplemental Information I TYPE OF WORK FEE* SCHEDULE ElNew construction ElDemolition For special information use checklist Description Qty. Ea. Total ❑Addition/alteration/replacement El Other: New 1-2-family dwellings(includes 100 ft.for each utility connection) EMMI CATEGORY OF CONSTRUCTION ' - SFR(1)bath 312.70 ✓ 1-and 2-familydwellingSFR(2)bath 437.78 ❑ 0Commercial/industrial SFR(3)bath 500.32 ❑Accessory building ❑Multi-family Each additional bath/kitchen 25.02 ❑Master builder ❑Other: Fire sprinkler( sq.ft.) Page 2 JOB SITE INFORMATION AND LOCATION Site utilities: Job site address: 17499 SW Grand St Catch basin or area drain 18.76 Drywell,leach line,or trench drain 18.76 City/State/ZIP: Sherwood/OR/97140 Footing drain(no.linear ft.:_) Page 2 Suite/bldg./apt.no.: Project name: Riverside at Scholls Meadow Manufactured home utilities 50.03 Cross street/directions to job site: Roy Rogers & Jean Louise Rd Manholes 18.76 Rain drain connector 18.76 Sanitary sewer(no.linear ft.:_) Page 2 Storm sewer(no.linear ft.:_) Page 2 Water service(no.linear ft.: ) Page 2 Subdivision: Riverside at Scholls Meadow Lot no.: 1 Fixture or item: Tax map/parcel no.: WCTM 2S106DC16400 Backflow preventer 1 31.27 31.27 DESCRIPTION OF WORK Backwater valve 12.51 Construction of single family detached residence Clothes washer 25.02 Dishwasher 25.02 Drinking fountain 25.02 Ejectors/sump 25.02 ❑✓ PROPERTY OWNER ❑ TENANT Expansion tank 12.51 Fixture/sewer cap 25.02 Name: Riverside Homes Floor drain/floor sink/hub 25.02 Address: 15350 SW Sequoia Pkwy, Suite 320 Garbage disposal 25.02 City/State/ZIP: Portland, OR 97224 Hose bib 25.02 Phone:(971 ) 371-1310 Fax:( ) Ice maker 12.51 ❑✓ APPLICANT ❑ CONTACT PERSON Interceptor/grease trap 25.02 Business name: Riverside Homes Medical gas(value:$ ) Page 2 Primer 12.51 Contact name: Jennifer Doty Roof drain(commercial) 12.51 Address: 15350 SW Sequoia Pkwy, Suite 320 Sink/basin/lavatory 25.02 City/State/ZIP: Portland, OR 97224 Solar units(potable water) 62.54 Phone:(971 ) 371-1310 Fax: :( ) Tub/shower/shower pan 12.51 E-mail: jdoty@riversidehome.com Urinal 25.02 CONTRACTOR Water closet 25.02 Water heater 37.52 Business name: Staar Landscape Water piping/DWV 56.29 Address: 228 SW Walnut St Other: 25.02 City/State/ZIP: Hillsboro/OR/97123 Subtotal Phone:(503)846-1512 Fax:( ) Minimum permit fee: $72.50 CCB Lic.: 100535 Plumbing Lic.no.: Plan review (25%of permit fee) State surcharge(12%of permit fee) Authorized signature: -_ TOTAL PERMIT FEE Print name: Jennifer Doty Date: 2/4/2025 This permit application expires if a permit is not obtained within 180 days after it has been accepted as complete. *Fee methodology set by Tri-County Building Industry Service Board. I:\Building\Permits\PLMU-PermitApp.doc 10/01/09 440-4616T(10/02/COM/WEB) Plumbing Permit Application - City of Tigard Page 2 - Supplemental Information Fee Schedule: Residential Fire Suppression Systems: Site Utilities Qty. Fee(ea) Total Square Footage: Permit Fee: Footing drain-151 100' 50.03 0 to 2,000 $121.90 Footing drain-each additional 100' 37.52 2,001 to 3,600 $169.69 3,601 to 7,200 $233.20 Sewer-1st 100' 62.54 7,201 and greater $327.54 Sewer-each additional 100' 37.52 Water Service-1st 100' 62.54 Medical Gas Systems: Water Service-each additional 100' 37.52 Valuation: Permit Fee: Storm&Rain Drain-1st 100' 62.54 $1.00 to$5,000.00 Minimum fee$72.50 Storm&Rain Drain-each additional 100' 37.52 $5,001.00 to$10,000.00 $72.50 for the first$5,000.00 and$1.52 for Other Inspections or Fees Qty. Fee(ea) Total each additional$100.00 or fraction thereof,to and including$10,000.00. Inspection of existing plumbing or for $10,001.00 to$25,000.00 $148.50 for the first$10,000.00 and$1.54 for which no fee is specifically indicated 90.00/hr each additional$100.00 or fraction thereof,to (minimum charge-1/2 hour) and including$25,000.00. Inspections outside of normal business 90.00/hr $25,001.00 to$50,000.00 $379.50 for the first$25,000.00 and$1.45 for hours(minimum charge-2 hours) each additional$100.00 or fraction thereof,to Reinspection Fees 90.00/hr and including$50,000.00. Additional plan review for revisions 90.00/hr $50,001.00 and up $742.00 for the first$50,000.00 and$1.20 for (minimum charge-1/2 hour) each additional$100.00 or fraction thereof. Subtotal: Commercial Fixture Work: Are you capping,adding or replacing fixtures? If"yes", please indicate work performed by fixture. Failure to accurately report fixtures could result in increased sewer fees*. Quantity by Fixture Type Plan Review for Plumbing Installations Fixture Type for Replace/ Work Performed: Capped Added Relocate Plan review is required for any of the following. Baptistry/Font Please check all that apply. Bath Tub/Shower ❑ Any new commercial building with water service 2"and -Jacuzzi/Whirlpool greater,except systems designed and stamped by licensed Car Wash -Each Stall engineer. -Drive Thru ❑ New exterior plumbing site utilities for any complex structure Cuspidor/Water Aspirator as defined in OAR918-780-0040. Dishwasher -Commercial ❑ Medical gas and vacuum systems for health care facilities. -Domestic ❑ Any multipurpose fire sprinkler system. Drinking Fountain ❑ Any complex structure as defined in OAR918-780-0040. Eye Wash Floor Drain/sink -2" Submit 2 sets of plans with any of the above. -3" I Isometric or Riser Diagram Car Wash Drain ❑ Isometric riser dim is required for new buildings Garbage -Domestic-non-food ordiagram q g Disposal -Domestic-food related that meet the qualifications above. -Commercial-food related -Industrial-food related Ice Mach./Refrig.Drains Oil Separator(Gas Station) Comments regarding fixture work: Rec.Vehicle Dump Station Shower -Gang -Stall Sink/Lav -Non-food related -Bradley -Commercial-food related -Service Swimming Pool Filter *Note: If the fixture work under this permit results in an Washer-Clothes Water Extractor increase of sewer EDUs,a sewer permit will be issued and Water Closet-Toilet fees assessed for the sewer increase must be paid before the Urinal plumbing permit can be issued. Other Fixtures: C:\Users\npruett\Downloads\PLMF_PermitApp.doc 2 SHERMAN 530 Center St.NE,Ste. 170 AA ENGINEERING Salem,OR 97301 Phone: (503) 230-8876 `.INC ni L1 ShermanEngineers.com I Structural Calculations January 30, 2025 Lot 1 Scholls Meadow - Plan 2466R 'B' 17499 SW Grand St. v PROFF Tigard, OR 97140 '�'� GIN - SS% SEI Project # P25-0014 � , 87582PE /AW, Prepared For: �/�Oor � Riverside Homes C.Fc, g, 200 �,N. 15350 SW Sequoia Pkwy, Suite 320 c k-RI K w\\) Portland, OR 97224 EXPIRES: 6-30-26 Subject Sheet No. Framing: FR1 Roof Framing RHD1-2 Upper Floor Framing HD3-4, RB1-3 Floor Girders/Beams FT1-FT11 Footing Schedule FD1 Lateral: Loading LL1-LL4 Front-Back--Shear Walls / Diaphragms LL5-LL9 Front-Back--Overturning LL10 Side-Side--Shear Walls / Diaphragms LL11-LL15 Side-Side--Overturning LL16 FTAO LL17-18 Details D1-D42 4 F 0 R T E W E B JOB SUMMARY REPORT Plan 2466-Riverside Homes Roof Level Member Name Results Current Solution Comments RHD1 Passed 1 piece(s)4 x 8 DF No.2 RHD2 Passed 1 piece(s)4 x 8 DF No.2 Upper Level Member Name Results Current Solution Comments RB1 Passed 1 piece(s)4 x 6 HF No.2 RB2 Passed 1 piece(s)4 x 6 HF No.2 RB3 Passed 1 piece(s)4 x 6 HF No.2 FT1 FLOOR TRUSS BY OTHERS FB2 Passed 1 piece(s)5 1/2"x 18"24F-V4 DF Glulam FB3 Passed 1 piece(s)3 1/2"x 18"24F-V4 DF Glulam FT4 F692f1Tl146613YOTHkFi6— NOT USED FB5 Passed 1 piece(s)3 1/2"x 18"24F-V4 DF Glulam FB6 Passed 1 piece(s)1 3/4"x 11 7/8"1.55E TimberStrand®LSL FB7 Passed 1 piece(s)3 1/2"x 18"24F-V4 DF Glulam FB8 Passed 1 piece(s)3 1/2"x 18"24F-V4 DF Glulam FB9 1 piece(s)3 1/2"x 18"24F-V4 DF Glulam FB10 Passed 1 piece(s)5 1/2"x 18"24F-V4 DF Glulam FT11 FLOOR TRUSS BY OTHERS HD1 Passed 1 piece(s)5 1/2"x 14"24F-V4 DF Glulam HD2 Passed 1 piece(s)6 x 10 DF No.1 HD3 Passed 1 piece(s)4 x 8 DF No.2 HD4 Passed 1 piece(s)4 x 10 DF No.2 Main Level Member Name Results Current Solution Comments MFJ1 Passed 1 piece(s)2 x 8 HF No.2 @ 16"OC MFB1 Passed 1 piece(s)4 x 8 HF No.2 MFB2 Passed 2 piece(s)2 x 8 HF No.1 Copy of MFB1 Passed 3 piece(s)2 x 8 HF No.2 ForteWEB Software Operator Job Notes 6/12/2023 11:14:46 PM UTC Aaron Widell Sherman Engineering Inc. ForteWEB v3.5 (503)230-8876 aaron@shermanengineers.com Weyerhaeuser File Name: Plan 2466- Riverside Homes Page 1/30 aFORTEWEB. PASSED Roof Level, RHD1 1 piece(s)4 x 8 DF No.2 lir 1. ` 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Wall Member Reaction(Ibs) 1981 @ 0 3281(1.50") Passed(60%) -- 1.0 D+0.6 W(All Spans) Member Type:Header Building Use:Residential Shear(Ibs) 1582 @ 8 3/4" 4872 Passed(32%) 1.60 1.0 D+0.6 W(All Spans) Building Code:IBC 2018 Moment(Ft-Ibs) 3590 @ 3'7 1/2" 4783 Passed(75%) 1.60 1.0 D+0.6 W(All Spans) Design Methodology:ASD Live Load Defl.(in) 0.094 @ 3'7 1/2" 0.242 Passed(L/922) -- 1.0 D+0.6 W(All Spans) Total Load Defl.(in) 0.191 @ 3'7 1/2" 0.313 Passed(L/455) -- 1.0 D+0.6 W(All Spans) • Deflection criteria:LL(L/360)and TL(5/16"). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) Supports IM Total Available Required Dead Snow Wind Factored Accessories 1-Trimmer-HF 1.50" 1.50" 1.50" 1002 326 1631 1981 None 2-Trimmer-HF 1.50" 1.50" 1.50" 1002 326 1631 1981 None Lateral Bracing Bracing Intervals Comments - I Top Edge(Lu) 7'3"o/c Bottom Edge(Lu) 7'3"o/c •Maximum allowable bracing intervals based on applied load. Dead SnowL Wind Vertical Loads Tributary Width (0.90) (1.15) (1.60) Comments 0-Self Weight(PLF) 0 to 7'3" N/A 6.4 -- -- 1-Uniform(PSF) 0 to 7'3" 18' 15.0 5.0 25.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 6/12/2023 11:14:46 PM UTC Aaron Widell Sherman Engineering Inc. ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 aaron@shermanengineers.com(503 File Name: Plan 2466- Riverside Homes Weyerhaeuser Page 2/30 aFORTEWEB. PASSED Roof Level, RHD2 1 piece(s)4 x 8 DF No.2 lir l r_, 1. ` 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Wall Member Reaction(Ibs) 1286 @ 0 3281(1.50") Passed(39%) -- 1.0 D+0.6 W(All Spans) Member Type:Header Building Use:Residential Shear(Ibs) 986 @ 8 3/4" 4872 Passed(20%) 1.60 1.0 D+0.6 W(All Spans) Building Code:IBC 2018 Moment(Ft-Ibs) 2009 @ 3'1 1/2" 4783 Passed(42%) 1.60 1.0 D+0.6 W(All Spans) Design Methodology:ASD Live Load Defl.(in) 0.039 @ 3'1 1/2" 0.208 Passed(L/999+) -- 1.0 D+0.6 W(All Spans) Total Load Defl.(in) 0.079 @ 3'1 1/2" 0.313 Passed(L/944) -- 1.0 D+0.6 W(All Spans) • Deflection criteria:LL(L/360)and TL(L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) Supports IM Total Available Required Dead Snow Wind Factored Accessories 1-Trimmer-HF 1.50" 1.50" 1.50" 653 211 1055 1286 None 2-Trimmer-HF 1.50" 1.50" 1.50" 653 211 1055 1286 None Lateral Bracing Bracing Intervals Comments ' Top Edge(Lu) 6'3"o/c Bottom Edge(Lu) 6'3"o/c •Maximum allowable bracing intervals based on applied load. Dead SnowL Wind Vertical Loads Tributary Width (0.90) (1.15) (1.60) Comments 0-Self Weight(PLF) 0 to 6'3" N/A 6.4 -- -- 1-Uniform(PSF) 0 to 6'3" 13'6" 15.0 5.0 25.0 Default Load iii Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 6/12/2023 11:14:46 PM UTC Aaron Widell Sherman Engineering Inc. ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 aaron@shermanengineers.com(503 File Name: Plan 2466- Riverside Homes Weyerhaeuser Page 3/30 aFORTEWEB. PASSED Upper Level, RB1 1 piece(s)4 x 6 HF No.2 0 I 7'6" All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Roof Member Reaction(Ibs) 440 @ 3 1/2" 2126(1.50") Passed(21%) -- 1.0 D+1.0 S(All Spans) Member Type:Drop Beam Shear(Ibs) 382 @ 9" 2214 Passed(17%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential Building Code:IBC 2018 Moment(Ft-Ibs) 774 @ 3'9 3/4" 1869 Passed(41%) 1.15 1.0 D+1.0 S(All Spans) Design Methodology:ASD Live Load Defl.(in) 0.066 @ 3'9 3/4" 0.352 Passed(L/999+) -- 1.0 D+1.0 S(All Spans) Member Pitch:0/12 Total Load Defl.(in) 0.110 @ 3'9 3/4" 0.469 Passed(L/772) -- 1.0 D+1.0 S(All Spans) • Deflection criteria:LL(L/240)and TL(L/180). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) Supports Available Required Dead Roof Live Snow Factored Accessories 1-Hanger on 5 1/2"SPF beam 3.50" Hanger. 1.50" 189 57 286 475 See note 2-Stud wall-SPF 3.50" 3.50" 1.50" 184 55 277 460 None •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •1 See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 7'3"o/c Bottom Edge(Lu) 7'3"o/c •Maximum allowable bracing intervals based on applied load. Connector:Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1-Face Mount Hanger HUC46 2.50" N/A 8-10dx1.5 4-l0d •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Roof Live Snow Vertical Loads Location(Side) Tributary Width (0.90) (non-snow:1.25) (1.15) Comments 0-Self Weight(PLF) 3 1/2"to 7'6" N/A 4.9 -- -- 1-Uniform(PSF) 0 to 7'6"(Front) 3' 15.0 5.0 25.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 6/12/2023 11:14:46 PM UTC Aaron Widell Sherman Engineering Inc. ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 aaron@shermanengineers.com(503 File Name: Plan 2466- Riverside Homes Weyerhaeuser Page 4/30 aFORTEWEB. PASSED Upper Level, RB2 1 piece(s)4 x 6 HF No.2 0 6 L 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Roof Member Reaction(Ibs) 315 @ 3 1/2" 2126(1.50") Passed(15%) -- 1.0 D+1.0 S(All Spans) Member Type:Drop Beam Shear(Ibs) 258 @ 9" 2214 Passed(12%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential Building Code:IBC 2018 Moment(Ft-Ibs) 397 @ 2'9 3/4" 1869 Passed(21%) 1.15 1.0 D+1.0 S(All Spans) Design Methodology:ASD Live Load Defl.(in) 0.017 @ 2'9 3/4" 0.252 Passed(L/999+) -- 1.0 D+1.0 S(All Spans) Member Pitch:0/12 Total Load Defl.(in) 0.029 @ 2'9 3/4" 0.336 Passed(L/999+) -- 1.0 D+1.0 S(All Spans) • Deflection criteria:LL(L/240)and TL(L/180). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) Supports Available Required Dead Roof Live Snow Factored Accessories 1-Hanger on 5 1/2"SPF beam 3.50" Hanger'. 1.50" 139 42 211 350 See note 2-Stud wall-SPF 3.50" 3.50" 1.50" 134 40 202 336 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •1 See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 5'3"o/c Bottom Edge(Lu) 5'3"o/c •Maximum allowable bracing intervals based on applied load. Connector:Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1-Face Mount Hanger HUC46 2.50" N/A 8-10dx1.5 4-10d •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Roof Live Snow Vertical Loads Location(Side) Tributary Width (0.90) (non-snow:1.25) (1.15) Comments 0-Self Weight(PLF) 3 1/2"to 5'6" N/A 4.9 -- -- 1-Uniform(PSF) 0 to 5'6"(Front) 3' 15.0 5.0 25.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 6/12/2023 11:14:46 PM UTC Aaron Widell Sherman Engineering Inc. ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 aaron@shermanengineers.com(503 File Name: Plan 2466- Riverside Homes Weyerhaeuser Page 5/30 aFORTEWEB. PASSED Upper Level, RB3 1 piece(s)4 x 6 HF No.2 lir I I 1 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Roof Member Reaction(Ibs) 687 @ 8'4" 4961(3.50") Passed(14%) -- 1.0 D+1.0 S(All Spans) Member Type:Drop Beam Shear(Ibs) 563 @ 11" 2214 Passed(250/0) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential Building Code:IBC 2018 Moment(Ft-Ibs) 1319 @ 4'4" 1869 Passed(710/0) 1.15 1.0 D+1.0 S(All Spans) Design Methodology:ASD Live Load Defl.(in) 0.146 @ 4'4" 0.400 Passed(L/657) -- 1.0 D+1.0 S(All Spans) Member Pitch:0/12 Total Load Defl.(in) 0.241 @ 4'4" 0.533 Passed(L/399) -- 1.0 D+1.0 S(All Spans) • Deflection criteria:LL(L/240)and TL(L/180). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) Supports NM 1 Available Required Dead Roof Live Snow Factored Accessories 1-Stud wall-SPF 5.50" 5.50" 1.50" 281 87 433 714 None 2-Stud wall-SPF 3.50" 3.50" 1.50" 270 83 417 687 None Lateral Bracing Bracing Intervals I Comments I - Top Edge(Lu) 8'6"o/c Bottom Edge(Lu) 8'6"o/c •Maximum allowable bracing intervals based on applied load. Dead Roof Live Snow Vertical Loads Location(Side) Tributary Width (0.90) (non-snow:1.25) (1.15) Comments 0-Self Weight(PLF) 0 to 8'6" N/A 4.9 -- -- 1-Uniform(PSF) 0 to 8'6"(Front) 4' 15.0 5.0 25.0 Default Load =Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 6/12/2023 11:14:46 PM UTC Aaron Widell Sherman Engineering Inc. ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 (503aaro sherma File Name: Plan 2466- Riverside Homes aaron@shermanengineers.com Weyerhaeuser Page 6/30 FORTE rV EB MEMBER REPORT Upper Level,FT1 CALC PAGE USED FOR LOADING PURPOSES ONLY -USE FLOOR TRUSS PER MANUFACTURER Overall Length:15' 111 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Factored Accessories 1-Stud wall-DF 5.50" 4.25" 2.98" 1614 4050 5664 1 1/4"Rim Board 2-Stud wall-DF 5.50" 4.25" 2.98" 1614 4050 5664 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. Lateral Bracing Bracing Intervals ' Comments Top Edge(Lu) 6"o/c Bottom Edge(Lu) 14'10"o/c •Maximum allowable bracing intervals based on applied load. Dead Floor Live Vertical Loads Location(Side) Tributary Width (0.90) (1.00) Comments 0-Self Weight(PLF) 1 1/4"to 14'10 3/4" N/A 12.8 -- 1-Uniform(PSF) 0 to 15'(Front) 13'6" 15.0 40.0 Default Load =Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 6/12/2023 11:14:46 PM UTC Aaron Widell Sherman Engineering Inc. ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 aaron@shermanengineers.com(503 File Name: Plan 2466- Riverside Homes Weyerhaeuser Page 7/30 it FO R T E W E B MEMBER REPORT PASSED Upper Level, FB2 1 piece(s)5 1/2"x 18" 24F-V4 DF Glulam .verau Deng:n: 10 6 1 + 0 Ili i, 10'6if 1 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor 1.0 D+0.45 W+0.75 L+0.75 S(All Member Type:Flush Beam Member Reaction(Ibs) 4328 @ 4" 18906(5.50") Passed(23%) -- Spans) Building Use:Residential Shear(Ibs) 2278 @ 1'11 1/2" 20114 Passed(11%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Code:IBC 2018 Pos Moment(Ft-Ibs) 7734 @ 4' 68310 Passed(11%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Design Methodology:ASD Live Load Def.(in) 0.016 @ 4'11 13/16" 0.328 Passed(L/999+) -- 1.0 D+0.45 W+0.75 L+0.75 S(All Spans) Total Load Defl.(in) 0.030 @ 4'11 3/4" 0.492 Passed(L/999+) -- 1.0 D+0.45 W+0.75 L+0.75 S(All Spans) • Deflection criteria:LL(L/360)and TL(L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=9'10". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) Supports MI Total Available Required Dead Floor Live Snow Wind Factored Accessories 1-Stud wall-DF 5.50" 5.50" 1.50" 1965 840 1697 1023 4328 Blocking 2-Stud wall-DF 5.50" 5.50" 1.50" 1000 840 429 608 2225 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 10'6"o/c Bottom Edge(Lu) 10'6"o/c •Maximum allowable bracing intervals based on applied load. Dead Floor Live Snow Wind Vertical Loads Location(Side) Tributary Width (0.90) (1.00) (1.15) (1.60) Comments 0-Self Weight(PLF) 0 to 10'6" N/A 24.1 -- -- -- 1-Uniform(PSF) 0 to 10'6"(Front) 4' 15.0 40.0 - - Default Load 2-Uniform(PSF) 0 to 4'(Front) 18' 15.0 - 25.0 - Default Load 3-Point(lb) 4'(Top) N/A 1002 - 326 1631 Linked from:RHD1, Support 1 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 6/12/2023 11:14:46 PM UTC Aaron Widell Sherman Engineering Inc. ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 aaron@shermanengineers.com(503 File Name: Plan 2466- Riverside Homes Weyerhaeuser Page 8/30 aFORTEWEB. PASSED Upper Level, FB3 1 piece(s)3 1/2"x 18" 24F-V4 DF Glulam 1111111- 0 o 1 II All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 3520 @ 9'3 1/2" 3520(1.55") Passed(100%) -- 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Flush Beam Building Use:Residential Shear(Ibs) 2341 @ 7'9 1/2" 12800 Passed(18%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Code:IBC 2018 Pos Moment(Ft-Ibs) 7884 @ 4'9 3/4" 43470 Passed(18%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Design Methodology:ASD Live Load Defl.(in) 0.022 @ 4'9 3/4" 0.299 Passed(L/999+) -- 1.0 D+0.75 L+0.75 S(All Spans) Total Load Defl.(in) 0.037 @ 4'9 3/4" 0.448 Passed(L/999+) -- 1.0 D+0.75 L+0.75 S(All Spans) • Deflection criteria:LL(L/360)and TL(L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=8'11 1/2". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) Total Available Required Dead Floor Live Snow Factored Accessories 1-Beam-DF 5.50" 5.50" 1.73" 1554 1348 1624 3782 Blocking 2-Hanger on 18"DF beam 5.50" Hanger,- 1.55" 1587 1383 1666 3874 See note 1 •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •1 See Connector grid below for additional information and/or requirements. Lateral Bracing ' Bracing Intervals Comments ' Top Edge(Lu) 9'4"o/c Bottom Edge(Lu) 9'4"o/c •Maximum allowable bracing intervals based on applied load. Connector:Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2-Face Mount Hanger HUC414 2.50" N/A 24-16d 12-10d •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Snow Vertical Loads Location(Side) Tributary Width (0.90) (1.00) (1.15) Comments 0-Self Weight(PLF) 0 to 9'3 1/2" N/A 15.3 -- -- 1-Uniform(PSF) 0 to 9'9"(Front) 7' 15.0 40.0 - Default Load 2-Uniform(PSF) 0 to 9'9"(Front) 13'6" 15.0 - 25.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 6/12/2023 11:14:46 PM UTC Aaron Widell Sherman Engineering Inc. ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 aaron@shermanengineers.com(503 File Name: Plan 2466- Riverside Homes Weyerhaeuser Page 9/30 FORTE rV EB MEMBER REPORT Upper Level,FT4 CALC PAGE USED FOR LOADING PURPOSES ONLY -USE FLOOR TRUSS PER MANUFACTURER Overall Length:27' + + 0 0 4 4' 4, 23' ❑ � ❑3 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Roof Live Snow Factored Accessories 1-Stud wall-DF 5.50" 4.25" 1.50" -715 168/-1198 -6 -29 -1912 1 1/4"Rim Board 2-Stud wall-SPF 3.50" 3.50" 3.95" 2949 4609 14 482 7558 None 3-Stud wall-DF 5.50" 4.25" 1.50" 503 738 4 19 1241 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 26'10"o/c Bottom Edge(Lu) 24'o/c •Maximum allowable bracing intervals based on applied load. Dead Floor Live Roof Live Snow Vertical Loads Location(Side) Tributary Width (0.90) (1.00) (non-snow:1.25) (1.15) Comments 0-Self Weight(PLF) 1 1/4"to 26'10 3/4" N/A 23.6 -- -- -- 1-Uniform(PSF) 0 to 27'(Front) 2' 15.0 40.0 - - Default Load 2-Uniform(PSF) 0 to 27'(Front) 0 15.0 - 5.0 25.0 Default Load 3-Point(lb) 4'(Front) N/A 1261 2149 1 418 Linked from:FB5, Support 2 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 6/12/2023 11:14:46 PM UTC Aaron Widell Sherman Engineering Inc. ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 aaron@shermanengineers.com(503 File Name: Plan 2466- Riverside Homes Weyerhaeuser Page 10/30 aFORTEWEB. PASSED Upper Level, FB5 1 piece(s)3 1/2"x 18" 24F-V4 DF Glulam Pir + 4 I II N All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 3410 @ 10'9" 5206(3.50") Passed(65%) -- 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Shear(Ibs) 1734 @ 18'3" 12800 Passed(14%) 1.15 1.0 D+0.75 L+0.75 S(Alt Spans) Building use:Residential Building Code:IBC 2018 Pos Moment(Ft-Ibs) 3663 @ 17'9" 43470 Passed(8%) 1.15 1.0 D+0.75 L+0.75 S(Alt Spans) Design Methodology:ASD Neg Moment(Ft-Ibs) -3560 @ 10'9" 29138 Passed(12%) 1.00 1.0 D+1.0 L(All Spans) Live Load Def.(in) 0.012 @ 5'3 7/16" 0.261 Passed(L/999+) -- 1.0 D+1.0 L(Alt Spans) Total Load Defl.(in) 0.013 @ 15'11 5/16" 0.300 Passed(L/999+) -- 1.0 D+0.75 L+0.75 S(Alt Spans) • Deflection criteria:LL(L/480)and TL(L/360). •Allowed moment does not reflect the adjustment for the beam stability factor. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=7'3 5/16". •Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L=5'1". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Roof Live Snow I Factored Accessories 1-Hanger on 18"DF beam 3.50" Hanger' 1.50" 321 843/-25 - -55 1164 See note 1 2-Stud wall-SPF 3.50" 3.50" 2.29" 1261 2149 1 418 3410 None 3-Hanger on 18"DF beam 3.00" Hanger. 1.50" 840 677/-119 - 966 2072 See note 1 •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •1 See Connector grid below for additional information and/or requirements. ' Lateral Bracing —0.—. Bracing Intervals Comments ' - Top Edge(Lu) 19'6"o/c Bottom Edge(Lu) 19'6"o/c •Maximum allowable bracing intervals based on applied load. Connector:Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1-Face Mount Hanger THA413 1.75" N/A 14-10d 4-l0d 3-Face Mount Hanger HUC414 2.50" N/A 18-10dx1.5 8-l0d •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Roof Live Snow Vertical Loads Location(Side) Tributary Width (0.90) (1.00) (non-snow:1.25) (1.15) Comments 0-Self Weight(PLF) 3 1/2"to 19'9" N/A 15.3 -- -- -- 1-Uniform(PSF) 0 to 20'(Front) 4' 15.0 40.0 - - Default Load 2-Point(Ib) 6'6"(Front) N/A 102 238 1 4 Linked from:FB6, Support 2 3-Point(Ib) 17'9"(Top) N/A 822 - - 1325 Linked from:GT3, Support 2 ForteWEB Software Operator Job Notes 6/12/2023 11:14:46 PM UTC Aaron Widell Sherman Engineering Inc. ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 aaron@shermanengineers.com(503 File Name: Plan 2466- Riverside Homes Weyerhaeuser Page 11/30 aFORTEWEB. PASSED Upper Level, FB6 1 piece(s) 1 3/4"x 11 7/8" 1.55E TimberStrand®LSL 0 f, ~ 1 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 292 @ 3'8 1/2" 2363(1.50") Passed(12%) -- 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Building Use:Residential Shear(Ibs) 121 @ 2'8 5/8" 4295 Passed(3%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2018 Moment(Ft-Ibs) 246 @ 2'1/4" 7977 Passed(3%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:ASD Live Load Defl.(in) 0.002 @ 2'1/4" 0.084 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Total Load Defl.(in) 0.003 @ 2'1/4" 0.112 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) • Deflection criteria:LL(L/480)and TL(L/360). •Allowed moment does not reflect the adjustment for the beam stability factor. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Roof Live Snow Factored Accessories 1-Stud wall-DF 5.50" 5.50" 1.50" 107 243 1 4 349 Blocking 2-Hanger on 11 7/8"DF beam 3.50" Hanger, 1.50" 102 238 1 4 340 See note •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •1 See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 3'9"o/c Bottom Edge(Lu) 3'9"o/c •Maximum allowable bracing intervals based on applied load. Connector:Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2-Face Mount Hanger IUS1.81/9.5 2.00" N/A 8-10dx1.5 2-10dx1.5 •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Roof Live Snow Vertical Loads Location(Side) Tributary Width (0.90) (1.00) (non-snow:1.25) (1.15) Comments 0-Self Weight(PLF) 0 to 3'8 1/2" N/A 6.5 -- -- -- 1-Uniform(PSF) 0 to 4'(Front) 3' 15.0 40.0 - - Default Load 2-Uniform(PSF) 0 to 4'(Front) 0 15.0 - 5.0 25.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 6/12/2023 11:14:46 PM UTC Aaron Widell Sherman Engineering Inc. ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 aaron@shermanengineers.com(503 File Name: Plan 2466- Riverside Homes Weyerhaeuser Page 13/30 aFORTEWEB. PASSED Upper Level, FB7 1 piece(s)3 1/2"x 18" 24F-V4 DF Glulam + 1 o All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 3708 @ 4'1/2" 3708(1.63") Passed(100%) -- 1.0 D+1.0 S(Alt Spans) Member Type:Flush Beam Building Use:Residential Shear(Ibs) 3387 @ 2'6 1/2" 11130 Passed(30%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2018 Pos Moment(Ft-Ibs) 0 @ N/A N/A Passed(N/A) -- N/A Design Methodology:ASD Neg Moment(Ft-Ibs) -4646 @ 2'5 3/4" 29138 Passed(16%) 1.00 1.0 D+1.0 L(All Spans) Live Load Def.(in) 0.005 @ 0 0.200 Passed(2L/999+) -- 1.0 D+0.75 L+0.75 S(Alt Spans) Total Load Defl.(in) 0.009 @ 0 0.200 Passed(2L/999+) -- 1.0 D+0.75 L+0.75 S(Alt Spans) • Deflection criteria:LL(L/480)and TL(L/360). •Overhang deflection criteria:LL(0.2")and TL(0.2"). • Left cantilever length exceeds 1/3 member length or 1/2 back span length.Additional bracing should be considered. •Allowed moment does not reflect the adjustment for the beam stability factor. •Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L=4'1/2". • -239 Ibs uplift at support located at 4'1/2".Strapping or other restraint may be required. •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. IBearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Roof Live Snow Factored Accessories 1-Beam-DF 5.50" 5.50" 3.14" 2793 3347 418 2091 6872 Blocking 2-Hanger on 18"DF beam 5.50" Hanger, 1.63" 1228 397/-1467 -167 2682 3910/-239 See note 1 •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •1 See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 4'1"o/c Bottom Edge(Lu) 4'1"o/c •Maximum allowable bracing intervals based on applied load. Connector:Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2-Face Mount Hanger THA426 1.75" N/A 30-16d 6-16d •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Roof Live Snow Vertical Loads Location(Side) Tributary Width (0.90) (1.00) (non-snow:1.25) (1.15) Comments 0-Self Weight(PLF) 0 to 4'1/2" N/A 15.3 -- -- -- 1-Uniform(PSF) 0 to 4'6"(Front) 8' 15.0 40.0 - - Default Load 2-Uniform(PSF) 0 to 4'6"(Front) 8' 15.0 - 5.0 25.0 Default Load 3-Point(Ib) 4'(Top) N/A 2278 - - 2938 Linked from:GT1, Support 1 4-Point(Ib) 3"(Front) N/A 601 690 86 431 Linked from:FB8, I I Support 1 ForteWEB Software Operator Job Notes 6/12/2023 11:14:46 PM UTC Aaron Widell Sherman Engineering Inc. ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 aaron@shermanengineers.com(503 File Name: Plan 2466- Riverside Homes Weyerhaeuser Page 14/30 aFORTEWEB. PASSED Upper Level, FB8 1 piece(s)3 1/2"x 18" 24F-V4 DF Glulam 0 11'6" L All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual©Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 1373 @ 3 1/2" 3413(1.50") Passed(40%) -- 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Flush Beam Building Use:Residential Shear(Ibs) 892 @ 1'9 1/2" 11130 Passed(8%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2018 Pos Moment(Ft-Ibs) 3356 @ 5'9" 37800 Passed(9%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:ASD Live Load Defl.(in) 0.015 @ 5'9" 0.273 Passed(L/999+) -- 1.0 D+0.75 L+0.75 S(All Spans) Total Load Defl.(in) 0.026 @ 5'9" 0.364 Passed(L/999+) -- 1.0 D+0.75 L+0.75 S(All Spans) • Deflection criteria:LL(L/480)and TL(L/360). •Allowed moment does not reflect the adjustment for the beam stability factor. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=10'11". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Roof Live Snow Factored Accessories 1-Hanger on 18"DF beam 3.50" Hanger,- 1.50" 601 690 86 431 1442 See note 1 2-Hanger on 18"DF beam 3.50" Hanger,- 1.50" 601 690 86 431 1442 See note 1 •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •1 See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments ' Top Edge(Lu) 10'11"o/c Bottom Edge(Lu) 10'11"o/c •Maximum allowable bracing intervals based on applied load. Connector:Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1-Face Mount Hanger HUC414 2.50" N/A 18-10dx1.5 8-10d 2-Face Mount Hanger HUC414 2.50" N/A 18-10dx1.5 8-l0d •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Roof Live Snow Vertical Loads Location(Side) Tributary Width (0.90) (1.00) (non-snow:1.25) (1.15) Comments 0-Self Weight(PLF) 3 1/2"to 11'2 1/2" N/A 15.3 -- -- -- 1-Uniform(PSF) 0 to 11'6"(Front) 3' 15.0 40.0 - - Default Load 2-Uniform(PSF) 0 to 11'6"(Front) 3' 15.0 - 5.0 25.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 6/12/2023 11:14:46 PM UTC Aaron Widell Sherman Engineering Inc. ForteWEB v3.5, Engine:V8.2.5.1, Data: V8.1.3.6 aaron@shermanengineers.com(503 File Name: Plan 2466- Riverside Homes Weyerhaeuser Page 16/30 aFORTEWEB. Upper Level, FB9 1 piece(s)3 1/2"x 18" 24F-V4 DF Glulam -AIM0 0 1 - =I. i t A 2'3" 1 ' ❑� 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 6872 @ 2'5 3/4" 12031(5.50") Passed(57%) -- 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Flush Beam Building Use:Residential Shear(Ibs) 3387 @ 2'6 1/2" 11130 Passed(30%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2018 Pos Moment(Ft-Ibs) 0 @ N/A N/A Passed(N/A) -- N/A Design Methodology:ASD Neg Moment(Ft-Ibs) -4646 @ 2'5 3/4" 29138 Passed(16%) 1.00 1.0 D+1.0 L(All Spans) Live Load Def.(in) 0.005 @ 0 0.200 Passed(2L/999+) -- 1.0 D+0.75 L+0.75 S(Alt Spans) Total Load Defl.(in) 0.009 @ 0 0.200 Passed(2L/999+) -- 1.0 D+0.75 L+0.75 S(Alt Spans) • Deflection criteria:LL(L/480)and TL(L/360). •Overhang deflection criteria:LL(0.2")and TL(0.2"). • Left cantilever length exceeds 1/3 member length or 1/2 back span length.Additional bracing should be considered. •Allowed moment does not reflect the adjustment for the beam stability factor. •Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L=4'1/2". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Roof Live Snow Factored Accessories 1-Beam-DF 5.50" 5.50" 3.14" 2793 3347 418 2091 6872 Blocking 2-Hanger on 18"DF beam 5.50" Hanger,- 1.50" -1050 397/-1467 -167 -838 -2779 See note 1 •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •1 See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals ' Comments Top Edge(Lu) 4'1"o/c Bottom Edge(Lu) 4'1"o/c •Maximum allowable bracing intervals based on applied load. Connector:Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2-Face Mount Hanger HGUS414 4.00" N/A 66-10d 22-10d •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Roof Live Snow Vertical Loads Location(Side) Tributary Width (0.90) (1.00) (non-snow:1.25) (1.15) Comments 0-Self Weight(PLF) 0 to 4'1/2" N/A 15.3 -- 1-Uniform(PSF) 0 to 4'6"(Front) 8' 15.0 40.0 - - Default Load 2-Uniform(PSF) 0 to 4'6"(Front) 8' 15.0 - 5.0 25.0 Default Load 3-Point(lb) 3"(Front) N/A 601 690 86 431 Linked from:FB8, Support 2 ForteWEB Software Operator Job Notes 6/12/2023 11:14:46 PM UTC Aaron Widell Sherman Engineering Inc. ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 aaron@shermanengineers.com(503 File Name: Plan 2466- Riverside Homes Weyerhaeuser Page 17/30 aFORTEWEB. PASSED Upper Level, FB10 1 piece(s)5 1/2"x 18" 24F-V4 DF Glulam 4 t 0 I 1il 3'3' : 1:; ' 1, ] 0 E All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern)[Group] System:Floor Member Reaction(Ibs) 6707 @ 4" 14609(4.25") Passed(46%) -- 1.0 D+1.0 S(All Spans)[1] Member Type:Flush Beam Shear(Ibs) 4604 @ 1'11 1/2" 20114 Passed(23%) 1.15 1.0 D+1.0 S(All Spans)[1] Building use:Residential Building Code:IBC 2018 Pos Moment(Ft-Ibs) 15681 @ 4' 68310 Passed(23%) 1.15 1.0 D+1.0 S(All Spans)[1] Design Methodology:ASD Neg Moment(Ft-Ibs) -7110 @ 15'3" 51254 Passed(14%) 1.15 1.0 D+0.75 L+0.75 S(All Spans)[8] Live Load Def.(in) 0.019 @ 4'1 1/2" 0.198 Passed(L/999+) -- 1.0 D+1.0 S(All Spans)[1] Total Load Defl.(in) 0.031 @ 4'1 3/8" 0.264 Passed(L/999+) -- 1.0 D+1.0 S(All Spans)[1] • Deflection criteria:LL(L/480)and TL(L/360). •Allowed moment does not reflect the adjustment for the beam stability factor. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=7'9". •Critical negative moment adjusted by a volume factor of 0.97 that was calculated using length L=17'1". • -241 Ibs uplift at support located at 26'8".Strapping or other restraint may be required. •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. Mil Bearing Length Loads to Supports(Ibs) Supports I Total Available Required Dead Floor Live Roof Live Snow Factored Accessories 1-Beam-DF 5.50" 4.25" 1.95" 2739 917/-415 483 4084 6822 1 1/4"Rim Board 2-Stud wall-SPF 5.50" 5.50" 2.09" 1601 2609/-853 66/-100 2203 4876 None 3-Stud wall-DF 5.50" 4.25" 1.50" 85 732/-31 -49 -325 817/-241 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. Lateral Bracing Bracing Intervals ' Comments . I Top Edge(Lu) 26'10"o/c Bottom Edge(Lu) 26'10"o/c •Maximum allowable bracing intervals based on applied load. Dead Floor Live Roof Live Snow Vertical Loads Location(Side) Tributary Width (0.90) (1.00) (non-snow:1.25) (1.15) 0-Self Weight(PLF) 1 1/4"to 26'10 3/4" N/A 24.1 -- -- -- 1-Uniform(PSF) 0 to 27'(Front) 2' 15.0 40.0 - - Default Load 2-Uniform(PSF) 0 to 4'6"(Front) 27' 15.0 - 5.0 25.0 Default Load 3-Point(Ib) 4'(Back) N/A 321 843/-25 - -55 Linked from:FB5, Support 1 4-Point(Ib) 4'(Front) N/A 1228 397/-1467 -167 2682 Linked from:FB7, Support 2 5-Point(Ib) 15'3"(Front) N/A -1050 397/-1467 -167 -838 Linked from:FB9, Support 2 6-Point(Ib) 3'9"(Top) N/A 648 - 138 689 Linked from:GT6, Support 1 ForteWEB Software Operator Job Notes 6/12/2023 11:14:46 PM UTC Aaron Widell Sherman Engineering Inc. ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 (503aaro sherma File Name: Plan 2466- Riverside Homes aaron@shermanengineers.com Weyerhaeuser Page 19/30 B. FORTE W E MEMBER REPORT Upper Level, FT11 CALC PAGE USED FOR LOADING PURPOSES ONLY -USE FLOOR TRUSS PER MANUFACTURER Overall Length:23'3" 0 0 4'6` 18'9" 4 10 ❑2 30 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Snow Seismic Factored Accessories 1-Hanger on 18"DF beam 3.50" Hanger, 1.50" -2733 184/-633 -4494 2649/-2649 214/-7227 See note 2-Stud wall-SPF 5.50" 5.50" 8.12" 10002 1721 14149 350/-350 24150 None 3-Stud wall-DF 5.50" 5.50" 1.98" 3568 613/-2 5091 459/-459 8659 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •'See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 22'7"o/c Bottom Edge(Lu) 16'11"o/c •Maximum allowable bracing intervals based on applied load. Connector:Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1-Face Mount Hanger UA16.5 W=7.125 2.56" N/A 24-SDS25300 18-SDS25300 •Refer to manufacturer notes and instructions for proper installation and use of all connectors. ForteWEB Software Operator Job Notes 6/12/2023 11:14:46 PM UTC Aaron Widell Sherman Engineering Inc. ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 aaron@shermanengineers.com File Name: Plan 2466- Riverside Homes Weyerhaeuser Page 21/30 Dead Floor Live Snow Seismic Vertical Loads Location(Side) Tributary Width (0.90) (1.00) (1.15) (1.60) Comments 0-Self Weight(PLF) 3 1/2"to 23'3" N/A 36.8 -- -- -- 1-Uniform(PSF) 0 to 23'3"(Front) 2' 15.0 40.0 - - Default Load 2-Point(Ib) 7'6"(Top) N/A - - - -2800 hd 3-Point(Ib) 11'6"(Top) N/A - - - 2800 hd 4-Uniform(PSF) 0 to 7'6"(Front) 26'6" 15.0 - 25.0 - Default Load 5-Uniform(PSF) 11'6"to 23'3"(Front) 26'6" 15.0 - 25.0 - Default Load 6-Point(Ib) 6"(Top) N/A - - - 2800 hd 7-Point(Ib) 7'6"(Top) N/A 822 - 1325 - Linked from:GT2, Support 1 8-Point(Ib) 11'6"(Top) N/A 822 - 1325 - Linked from:GT2, Support 2 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 6/12/2023 11:14:46 PM UTC Aaron Widell Sherman Engineering Inc. ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 aaron@shermanengineers.com(503 File Name: Plan 2466- Riverside Homes Weyerhaeuser Page 22/30 it FO R T E W E B MEMBER REPORT PASSED Upper Level, HD1 1 piece(s)5 1/2"x 14" 24F-V4 DF Glulam , erau Deng:n: 16 6 1 0 16f f All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Wall Member Reaction(Ibs) 6652 @ 1 1/2" 10725(3.00") Passed(62%) -- 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Header Shear(Ibs) 6370 @ 1'5" 15644 Passed(410/0) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building use:Residential Building Code:IBC 2018 Pos Moment(Ft-Ibs) 34134 @ 5'9" 41323 Passed(830/0) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Design Methodology:ASD Live Load Defl.(in) 0.334 @ 7'8 1/8" 0.542 Passed(L/585) -- 1.0 D+0.75 L+0.75 S(All Spans) Total Load Defl.(in) 0.592 @ 7'8 5/16" 0.813 Passed(L/329) -- 1.0 D+0.75 L+0.75 S(All Spans) • Deflection criteria:LL(L/360)and TL(L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=16'3". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Roof Live Snow Factored Accessories 1-Trimmer-HF 3.00" 3.00" 1.86" 2854 2953 422 2111 6652 None 2-Trimmer-HF 3.00" 3.00" 1.50" 1831 1314 335 1676 4073 None Lateral Bracing Bracing Intervals ' Comments Top Edge(Lu) 16'6"o/c Bottom Edge(Lu) 16'6"o/c IMIMI7 •Maximum allowable bracing intervals based on applied load. Dead Floor Live Roof Live Snow Vertical Loads Location Tributary Width (0.90) (1.00) (non-snow:1.25) (1.15) Comments 0-Self Weight(PLF) 0 to 16'6" N/A 18.7 -- -- I -- 1-Uniform(PSF) 0 to 5'9" 4' 15.0 40.0 - - Default Load 2-Uniform(PSF) 5'9"to 16'6" 4' 15.0 - 5.0 25.0 Default Load 3-Point(Ib) 5'9" N/A 2793 3347 418 2091 Linked from:FB9, Support 1 4-Point(Ib) 6' N/A 593 124 621 Linked from:GT5, Support 1 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 6/12/2023 11:14:46 PM UTC Aaron Widell Sherman Engineering Inc. ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 aaron@shermanengineers.com(503 File Name: Plan 2466- Riverside Homes Weyerhaeuser Page 23/30 aFORTEWEB. PASSED Upper Level, HD2 1 piece(s)6 x 10 DF No.1 lir T 0 1. `, 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Wall Member Reaction(Ibs) 3263 @ 4'3" 5156(1.50") Passed(63%) -- 1.0 D+1.0 L(All Spans) Member Type:Header Shear(Ibs) 3149 @ 3'4" 5922 Passed(53%) 1.00 1.0 D+1.0 L(All Spans) Building use:Residential Building Code:IBC 2018 Moment(Ft-Ibs) 6277 @ 2'3" 9307 Passed(670/0) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:ASD Live Load Defl.(in) 0.019 @ 2'1 5/8" 0.142 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Total Load Defl.(in) 0.026 @ 2'1 5/8" 0.213 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) • Deflection criteria:LL(L/360)and TL(L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. • Lumber grading provisions must be extended over the length of the member per NDS 4.2.5.5. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) Supports M Total Available Required Dead Floor Live Roof Live Snow Factored Accessories 1-Trimmer-HF 1.50" 1.50" 1.50" 854 2076 1 4 2930 None 2-Trimmer-HF 1 1.50" 1.50" 1.50" 949 2314 1 4 3263 None Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 4'3"o/c Bottom Edge(Lu) 4'3"o/c •Maximum allowable bracing intervals based on applied load. Dead Floor Live Roof Live Snow Vertical Loads Location Tributary Width (0.90) (1.00) (non-snow:1.25) (1.15) Comments 0-Self Weight(PLF) 0 to 4'3" N/A 13.2 -- -- -- 1-Uniform(PSF) 0 to 4'3" 2' 15.0 40.0 - - Default Load 2-Uniform(PSF) 0 to 4'3" 0 15.0 - 5.0 25.0 Default Load 3-Point(lb) 2'3" N/A 1614 4050 Linked from:FT1, Support 1 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 6/12/2023 11:14:46 PM UTC Aaron Widell Sherman Engineering Inc. ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 aaron@shermanengineers.com(503 File Name: Plan 2466- Riverside Homes Weyerhaeuser Page 24/30 aFORTEWEB. PASSED Upper Level, HD3 1 piece(s)4 x 8 DF No.2 lir I i. ID k 1 ❑z All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Wall 1.0 D+0.45 W+0.75 L+0.75 S(All Member Type:Header Member Reaction(Ibs) 2215 @ 1 1/2" 6563(3.00") Passed(34%) -- Spans) Building Use:Residential Shear(Ibs) 1291 @ 10 1/4" 3045 Passed(42%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2018 Moment(Ft-Ibs) 2631 @ 3'3" 2989 Passed(88%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:ASD Live Load Def.(in) 0.074 @ 3'3" 0.208 Passed(L/999+) -- 1.0 D+0.45 W+0.75 L+0.75 S(All Spans) Total Load Defl.(in) 0.132 @ 3'3" 0.313 Passed(L/570) -- 1.0 D+0.45 W+0.75 L+0.75 S(All Spans) • Deflection criteria:LL(L/360)and TL(L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Snow Wind Factored Accessories 1-Trimmer-HF 3.00" 3.00" 1.50" 972 780 219 1097 2215 None 2-Trimmer-HF 3.00" 3.00" 1.50" 972 780 219 1097 2215 None Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 6'6"o/c Bottom Edge(Lu) 6'6"o/c •Maximum allowable bracing intervals based on applied load. Dead Floor Live Snow Wind Vertical Loads do Tributary Width (0.90) (1.00) (1.15) (1.60) Comments 0-Self Weight(PLF) 0 to 6'6" N/A 6.4 -- -- -- 1-Uniform(PSF) 0 to 6'6" 6' 15.0 40.0 - - Default Load 2-Uniform(PSF) 0 to 6'6" 13'6" 15.0 - 5.0 25.0 Default Load Weyerhaeuser Notes IIII lir lir 11 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 6/12/2023 11:14:46 PM UTC Aaron Widell Sherman Engineering Inc. ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 aaron@shermanengineers.com(503 File Name: Plan 2466- Riverside Homes Weyerhaeuser Page 25/30 aFORTEWEB. PASSED Upper Level, HD4 1 piece(s)4 x 10 DF No.2 lir i. k 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Wall 1.0 D+0.45 W+0.75 L+0.75 S(All Member Type:Header Member Reaction(Ibs) 2640 @ 0 3281(1.50") Passed(80%) -- Spans) Building Use:Residential Shear(Ibs) 1448 @ 10 3/4" 3885 Passed(37%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2018 Moment(Ft-Ibs) 3487 @ 3'7 1/2" 4492 Passed(78%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:ASD Live Load Def.(in) 0.067 @ 3'7 1/2" 0.242 Passed(L/999+) -- 1.0 D+0.45 W+0.75 L+0.75 S(All Spans) Total Load Defl.(in) 0.123 @ 3'7 1/2" 0.363 Passed(L/710) -- 1.0 D+0.45 W+0.75 L+0.75 S(All Spans) • Deflection criteria:LL(L/360)and TL(L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Snow Wind Factored Accessories 1-Trimmer-HF 1.50" 1.50" 1.50" 1199 725 299 1495 2640 None 2-Trimmer-HF 1.50" 1.50" 1.50" 1199 725 299 1495 2640 None Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 7'3"o/c Bottom Edge(Lu) 7'3"o/c •Maximum allowable bracing intervals based on applied load. Dead Floor Live Snow Wind Vertical Loads ratio Tributary Width (0.90) (1.00) (1.15) (1.60) Comments 0-Self Weight(PLF) 0 to 7'3" N/A 8.2 -- -- -- 1-Uniform(PSF) 0 to 7'3" 5' 15.0 40.0 - - Default Load 2-Uniform(PSF) 0 to 7'3" 16'6" 15.0 - 5.0 25.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 6/12/2023 11:14:46 PM UTC Aaron Widell Sherman Engineering Inc. ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 aaron@shermanengineers.com(503 File Name: Plan 2466- Riverside Homes Weyerhaeuser Page 26/30 aFORTEWEB. PASSED Main Level, MFJ1 1 piece(s) 2 x 8 HF No.2 @ 16"OC 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 367 @ 2 1/2" 2126(3.50") Passed(17%) -- 1.0 D+1.0 L(All Spans) Member Type:Joist Building Use:Residential Shear(Ibs) 305 @ 10 3/4" 1088 Passed(28%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2018 Moment(Ft-Ibs) 896 @ 5'3 1/2" 1284 Passed(70%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:ASD Live Load Defl.(in) 0.207 @ 5'3 1/2" 0.254 Passed(L/589) -- 1.0 D+1.0 L(All Spans) Total Load Defl.(in) 0.269 @ 5'3 1/2" 0.339 Passed(L/453) -- 1.0 D+1.0 L(All Spans) TJ-Pro"Rating N/A N/A N/A -- N/A • Deflection criteria:LL(L/480)and TL(L/360). •Allowed moment does not reflect the adjustment for the beam stability factor. •A 15%increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. • No composite action between deck and joist was considered in analysis. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Factored Accessories 1-Stud wall-SPF 3.50" 3.50" 1.50" 85 282 367 Blocking 2-Stud wall-SPF 5.50" 4.25" 1.50" 87 291 378 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals ' Comments Top Edge(Lu) 8'8"o/c Bottom Edge(Lu) 10'8"o/c •Maximum allowable bracing intervals based on applied load. Dead Floor Live Vertical Load Location(Side) Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 10'9" 16" 12.0 40.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 6/12/2023 11:14:46 PM UTC Aaron Widell Sherman Engineering Inc. ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 aaron@shermanengineers.com(503 File Name: Plan 2466- Riverside Homes Weyerhaeuser Page 27/30 aFORTEWEB. PASSED Main Level, MFB1 1 piece(s)4 x 8 HF No.2 0 - 5 f❑� 111 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 1420 @ 1/4" 2481(1.75") Passed(57%) -- 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Shear(Ibs) 1003 @ 9" 2538 Passed(40%) 1.00 1.0 D+1.0 L(All Spans) Building use:Residential Building Code:IBC 2018 Moment(Ft-Ibs) 1783 @ 2'6 5/8" 2823 Passed(63%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:ASD Live Load Defl.(in) 0.041 @ 2'6 5/8" 0.127 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Total Load Defl.(in) 0.057 @ 2'6 5/8" 0.169 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) • Deflection criteria:LL(L/480)and TL(L/360). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) Supports PM Available Required Dead Floor Live Factored Accessories 1-Column-DF 1.75" 1.75" 1.50" 399 1021 1420 Blocking 2-Column-DF 3.50" 3.50" 1.50" 422 1079 1501 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 5'3"o/c Bottom Edge(Lu) 5'3"o/c •Maximum allowable bracing intervals based on applied load. Dead Floor Live Vertical Loads I Location(Side) Tributary Width (0.90) (1.00) Comments 0-Self Weight(PLF) 0 to 5'3" N/A 6.4 -- 1-Uniform(PSF) 0 to 5'3"(Front) 10' 15.0 40.0 Default Load Weyerhaeuser Notes W Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 6/12/2023 11:14:46 PM UTC Aaron Widell Sherman Engineering Inc. ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 aaron@shermanengineers.com(503 File Name: Plan 2466- Riverside Homes Weyerhaeuser Page 28/30 • FORTEWEB MEMBER REPORT PASSED Main Level, MFB2 2 piece(s)2 x 8 HF No.1 0 ❑� 0111 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 1747 @ 9'9" 4253(3.50") Passed(41%) -- 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Shear(Ibs) 859 @ 9' 2175 Passed(40%) 1.00 1.0 D+1.0 L(All Spans) Building use:Residential Building Code:IBC 2018 Moment(Ft-Ibs) -1533 @ 9'9" 2562 Passed(60%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:ASD Live Load Defl.(in) 0.107 @ 4'6 5/16" 0.243 Passed(L/999+) -- 1.0 D+1.0 L(Alt Spans) Total Load Defl.(in) 0.146 @ 4'5 15/16" 0.324 Passed(L/800) -- 1.0 D+1.0 L(Alt Spans) • Deflection criteria:LL(L/480)and TL(L/360). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) Supports PIM Available Required Dead Floor Live Factored Accessories 1-Column-DF 1.75" 1.75" 1.50" 200 495/-20 695 Blocking 2-Stud wall-SPF 3.50" 3.50" 1.50" 518 1230 1747 None 3-Column-DF 3.50" 3.50" 1.50" 78 337/-152 415/-74 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 15'9"o/c Bottom Edge(Lu) 15'9"o/c •Maximum allowable bracing intervals based on applied load. Dead Floor Live Vertical Loads Location(Side) Tributary Width (0.90) (1.00) Comments 0-Self Weight(PLF) 0 to 15'9" N/A 5.5 -- 1-Uniform(PSF) 0 to 15'9"(Front) 3' 15.0 40.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 6/12/2023 11:14:46 PM UTC Aaron Widell Sherman Engineering Inc. ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 aaron@shermanengineers.com(503 File Name: Plan 2466- Riverside Homes Weyerhaeuser Page 29/30 aFORTEWEB. PASSED Main Level,Copy of MFB1 3 piece(s)2 x 8 HF No.2 0 E. ❑� 0111 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 5632 @ 5'6" 6379(3.50") Passed(88%) -- 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Shear(Ibs) 2214 @ 4'9" 3263 Passed(68%) 1.00 1.0 D+1.0 L(All Spans) Building use:Residential Building Code:IBC 2018 Moment(Ft-Ibs) -3046 @ 5'6" 3351 Passed(91%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:ASD Live Load Defl.(in) 0.046 @ 2'7 3/16" 0.137 Passed(L/999+) -- 1.0 D+1.0 L(Alt Spans) Total Load Defl.(in) 0.057 @ 2'6 9/16" 0.183 Passed(L/999+) -- 1.0 D+1.0 L(Alt Spans) • Deflection criteria:LL(L/480)and TL(L/360). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) Supports PIM Available Required Dead Floor Live Factored Accessories 1-Column-DF 1.75" 1.75" 1.50" 488 1448/-192 1936 Blocking 2-Stud wall-SPF 3.50" 3.50" 3.09" 1577 4055 5632 None 3-Column-DF 3.50" 3.50" 1.50" 501 1503/-214 2004 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 11'o/c Bottom Edge(Lu) 11'o/c •Maximum allowable bracing intervals based on applied load. Dead Floor Live Vertical Loads Location(Side) Tributary Width (0.90) (1.00) Comments 0-Self Weight(PLF) 0 to 11' N/A 8.3 -- 1-Uniform(PSF) 0 to 11'(Front) 15' 15.0 40.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 6/12/2023 11:14:46 PM UTC Aaron Widell Sherman Engineering Inc. ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 aaron@shermanengineers.com(503 File Name: Plan 2466- Riverside Homes Weyerhaeuser Page 30/30 SHERMAN ENGINEERING, INC. OOTING SCHEDULE 530 Center St.,NE, Ste. 170 Pg. FD1 Job Name: Plan 2466 Salem,Oregon 97301 9/19/24 Client: Riverside Homes P2466 q, soil = 1,500 psf(Assumed) Pc = 2,500 psi Fy = 60,000 psi Number Type Paflow A FTG Size kips ft2 b (inch) 1 (inch) d (inch) Bearing (ps USE REBAR � Fl Pad 3.3 2.3 18.in 18. in 10.in 1467 M u = .99 k-ft As = .4 in2 a = 0.63 M cap = 10.24 k-ft (2) #4 EA WAY F2 Pad 6.0 4.0 24 24 10 I 1500 M u = 2.4 k-ft As = .4 in2 a = 0.47 M cap = 10.38 k-ft (3) #4 EA WAY F3 Pad 9.0 6.3 30 30 10 I 1440 M u = 4.5 k-ft As = .6 in2 a = 0.56 M cap = 15.44 k-ft (3) #4 EA WAY F4 Pad 13.5 9.0 36 36 12 I 1500 M u = 8.1 k-ft As = .6 in2 a = 0.47 M cap = 20.96 k-ft (3) #5 EA WAY F5 Pad 18.0 12.3 42 42 12 I 1469 M u = 12.6 k-ft As = .8 in2 a = 0.54 M cap = 27.83 k-ft (4) #5 EA WAY F6 Pad 23.0 16.0 48 48 12 I 1437.5 M u = 18.4 k-ft As = .8 in2 a = 0.47 M cap = 27.95 k-ft (4) #5 EA WAY F7 Pad 30.0 20.3 54 54 12 I 1481 M u = 27. k-ft As = 1. in2 a = 0.52 M cap = 34.82 k-ft (5) #5 EA WAY F8 Pad 37.0 25.0 60 60 12 I 1480 M u = 37. k-ft As = 1.55 in2 a = 0.73 M cap = 53.26 k-ft (5) #5 EA WAY F9 Pad 45.0 30.3 66 66 12 I 1488 M u = 49.5 k-ft As = 1.86 in2 a = 0.80 M cap = 63.63 k-ft (6) #5 EA WAY Pad Ftg-Lot 12 Scholls Meadow-Plan 2466R'C'-P24-0I 74- Pg. LL- 1 ASHERMAN — 6/9/23 ENGINEERING �INC n_i—u—nur IL i P2466R 'B' Lateral Loads: Wind: ASCE 7 -16 Chap 27 - Part 1, Directional Procedure V- Basic Wind Speed = 98 mph Kzt = 1.10 Zg= 1200 Exposure Category = B Kd = 0.85 a= 7 z- Building Height = 23 ft Ke = 1.00 G -gust-effect factor = 0.85 K,=2.01(15/Zg)2/" = 0.65 qZ = 0.00256 *(KZ)*(KZt)*(Kd)*V2 (Ib/ft2) qZ = 14.9 (Ib/ft2) Design Wind Pressure: Hip/Gable Cp (Worst Case) Walls = 0.8+0.5 = 1_3 Roof=0.4+0.6= 1.00 �=71 I ' I I I I I I I I I 1 I —1-7 c p7 0.L p - ' rl u c,�o ii 1A 1 T a A y� ' p 4 c - 3-, . ')!.."/"NNN. 1 c^ --s 0 s l" p a 0 i ti (J `il . y U n p = gGCp - gi(GCp,) p = 16.5 (Ib/ft2) (LRFD) * ( 0.6 ) = 9.9 (ASD) (Walls) p = 12.7 (Ib/ft2) (LRFD) * ( 0.6 ) = 7.6 (ASD) (Roofs) Pg. LL2 ASHERMAN - 6/9/23 ENGINEERING �INC Seismic Loading : Section 12.8: Equivilant Lateral Force Proceedure ASCE7-16 Seismic Base Shear, V = Cs * W Sns Sns = 0.67 C = R I = 1.0 (�) R = 6.5 > Light-frame (wood) walls sheathed with wood structural panels = (0.67) = 0.104 (12.8-2) (6.5)/(1.0) W = effective seismic weight (12.7.2) Roof Diaphragm: (1499 ft2)*(15 psf) = 22.5 k Walls: (3351)*(872)*(10 psf) = 13.4 k Total: 35.89 k Upper Floor Diaphragm: (1555 ft2)*(15 psf) = 23.4 k Walls: (3351)*(872)*(10 psf) + (265')*(972)*(10 psf) = 25.4 k Total:48.7 k W = 84.6 k «'.,/71: C,., = „ (12.8-11) Base Shear, V= (0.104) * (p= 1.3 ) * (84.6 k) = 11.43 k (LRFD) E r=i _ (LRFD) (ASD) F.,. = C,.,.V (12.8-12) Level Weight(k) Height(ft) W * H Cvx Fx(k) (Fx*0.7) Roof 35.9 19 681.9 0.584 6.67 4.67 Upper Floor 48.7 10 486.5 0.416 4.76 3.33 Total 84.6 - 1168.4 1.0 11.43 8.00 ASCE ASCE Hazards Report AMERICAN SOCIETY OF CIVIL ENGINEERS Address: Standard: ASCE/SEI 7-16 Latitude: 45.419023 17475 SW Grand St Risk Category: II Longitude: -122.856639 Sherwood, Oregon Soil Class: D - Default (see Elevation: 265.46619293717515 ft 97140 Section 11.4.3) (NAVD 88) — --7 - . - - a a� ,. •� \I I 1/ , •••••,,e1 vkx.. ;4( ---_..... -.\'\7:5-? '44 - 1. y!• 7 .. N. ' , ,/'/:, / • ' '-. /ir(5: a ., . ,, , .-- • Pi)/ ,. -_i/t1 L / / CNE NITtY T::T 4. /f ♦• . �t..� �v 1 , - ,�—— �'/ MMrn C•W ^ 1 ""VeWNNw, 1.._ P AR RE TIT MOUNT Alh �• z. BLS OE MC& - N2•- N WI L L AM811E VA:. J Z' �� �_ i1tJ Wind Results: Wind Speed 96 Vmph 10-year MRI 66 Vmph 25-year MRI 72 Vmph 50-year MRI 77 Vmph 100-year MRI 82 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1 B and Figs. CC.2-1—CC.2-4, and Section 26.5.2 Date Accessed: Thu Jan 30 2025 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability= 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. https://ascehazardtool.org/ Page 1 of 3 Thu Jan 30 2025 AscE. AMERICAN SOCIETY OF CIVIL ENGINEERS Seismic Site Soil Class: D - Default(see Section 11.4.3) Results: Ss : 0.846 SDI : N/A Si : 0.399 TL : 16 Fa : 1.2 PGA : 0.387 F„ : N/A PGA M : 0.47 SMs : 1.015 FPGA : 1.213 SM, : N/A le : 1 Sos : 0.677 C„ : 1.223 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Thu Jan 30 2025 Date Source: USGS Seismic Design Maps https://ascehazardtool.org/ Page 2 of 3 Thu Jan 30 2025 Pg. LL-5 S.HERMAN — 6/9/23 ENGINEERING �INC r 1 IL 1 Roof Level, Front-Back Wind Loading: , �,- . .El -- . � . •RONT ELE,/ATION 'I3' SC!) B 200 - 100 - - 0 - 0 5 10 15 20 25 30 WIND -ASD ( Ib ) A B QL 0 1660 QR 1690 0 Vtot 1690 1660 Pg. LL-6 S.HERMAN - 6/9/23 ENGINEERING ' tia..... INC r 1 IL 1 Roof Level, Front-Back Seismic Loading: th •It ,,, Il 11 11 ll MI El t17-;IN:L `WM 7 El E ------..- imi mph o 0 200 100 1 0 5 10 15 20 25 30 SEISMIC-ASD ( Ib ) [p = 1.3] A B QL 0 2340 QR 2340 0 Vtot 2340 2340 Pg. LL-7 S.HERMAN — 6/9/23 ENGINEERING ' tia...... INC r-` 1 LL 1 Floor Level, Front-Back Wind Loading H—illMr.V. = -- 0— rioss _ LI . ___ rRONT ELE`/ATION ' , o 150 100 50 w 0 I _. 0 5 10 15 20 25 30 WIND -ASD ( Ib ) A B QL 0 1300 QR 1300 0 Vabv 1690 1660 Vtot 2990 2960 Pg. LL-8 S.HERMAN — 6/9/23 ENGINEERING A �INC r 1 IL 1 Floor Level, Front-Back Seismic Loading 'Q L, In I,: N zr. MI r di a I 11 eV CS I ii ii ii ii r o 0 150 1 , 100 50 0 , . I . . Li 0 5 10 15 20 25 30 SEISMIC-ASD ( Ib ) [p = 1.3] A B QL 0 1650 QR 1740 0 Vabv 2340 2340 Vtot 4080 3990 Sherman Engineering, Inc. LL 9 3151 NE Sandy Blvd.Portland,OR 97232 PROJECT: 6/9/2o23 (503) 23o-8876 Phone P2466R'B' JDM FRONT/BACK LOADING WIND(k) SEISMIC(k) L.-._.1 �A 1.69 2.34 B 1.66 2.34 I ` 8. ROOF DIAPH. 3.35 4.68 ISM UPPER SHEAR WALLS A s 2.3 k _ 33.8 LF = ( 69 #/') w 1.7 k _ 33.8 LF = 5o #/' cc Perf wall: 69 - Co 0.69 = 100 #/' S __ El B s 2.3 k - 43 LF = ( 54 #/�) __ I - w 1.7 k - 43 LF = 39 #/' al " - GOVERNS 54 _ Co 1.00 = 54 #/' S I � 1. Ej rl _ .1 , o . . . , ,_ WIND(k) SEISMIC(k) A 2.99 4.08 2.96 3.99 -441 rRONT ELEVATION "ES Ill FLR.DIAPH. _ .a... ..... .. 5.95 8•07 MAIN SHEAR WALLS € l f A s 4.1 k = 4k - 33 LE = 126 #/' f\ ® �j W 3.o k = 3k - 33 LF = 92 #/ S ��.' - - Perf wall: 126 - Co o.6g = 182 #/' ti I 11 B s 4.0 k = 4 k - 42 LF = 96.1 #/' r-- w 3.ok = 3k - 42 LE = 71.3 #/' S __ GOVERNS 96 _ Co 1.00 = 96 #/' __ 111 -,4 o e LL- io P2466R'B' 6/9/2023 JDM OVERTURNING- FRONT/BACK LOADING WIND LINE LEVEL WALL SHEAR HT TRIB DEAD M,resist DEAD M,ot LOAD NET HD REQ'D HD A 2 33.75 0.100 8 5 15 79.16 WIND 27.o -o.61 OKw/nails o 1 32.5 0.182 9 10 15 117.24 WIND 53.2 0.00 -0.53 OK w/A.B.'s o Perf wall: B 2 18 0.039 8 5 15 22.52 WIND 5.6 -0.44 OK w/nails To 1 6 0.071 9 10 15 4.00 WIND 3.9 0.00 0.24 OKw/A.B.'s SEISMIC LINE LEVEL WALL SHEAR HT TRIB DEAD M,resist DEAD M,ot LOAD NET HD REQ'D HD A 2 33.75 0.1o0 8 5 15 79.16 SEISMIC 27.0 -o.61 OKw/nails o 1 32.5 0.182 9 10 15 117.24 SEISMIC 53.2 0.00 -0.53 OK w/A.B.'s o Perf wall: B 2 18 0.054 8 5 15 22.52 SEISMIC 7.8 -0.32 ox w/nails o 1 6 0.096 9 10 15 4.00 SEISMIC 5.2 0.00 0.47 OKw/A.B.'s o notes: 1 the(worse case)shortest wall length in shearline is used 2 shear is shown in kips per lineal foot Pg. LL-11 S.HERMAN — 6/9/23 ENGINEERING ' tia....... INC r 1 IL 1 Roof Level, Side-Side Wind Loading: — — - _ — _ 1 .:: j . 1. HI ,--, .k., .CrT GLGVATION "a" 0 2 150 100 50 � I - 0 10 20 30 40 50 60 70 WIND -ASD ( Ib ) 1 2 QL 0 1270 QR 1020 2090 Vtot 1020 3360 S.HERMAN — 6/9/23 ENGINEERING , 16......- INC r� 1 Pg. LL-12 I Roof Level, Side-Side Seismic Loading: 0 ,,, ,..,)",., u ..1® © i o iv p 1.1 100 111 50 0 10 20 30 40 50 60 SEISMIC-ASD ( Ib ) [p = 1.3] 1 2 QL 0 1480 QR 1480 1740 Vtot 1480 3210 Pg. LL-13 S.HERMAN — 6/9/23 ENGINEERING INC r 1 IL 1 Floor Level, Side-Side Wind Loading - ;o of _, —T�� 1-L.= .1._ 3 - u= ... . .,_ LCrT GLC"ATION "6" ICI) 0 150 100 50 0 I I . l'' .-1 — 0 10 20 30 40 50 60 70 WIND -ASD ( Ib ) 1 2 QL 0 1640 • QR 1640 5560 Vabv 1020 0 Vtot 2660 7200 Pg. LL-14 S.HERMAN - 6/9/23 ENGINEERING ' tia..... INC r 1 IL 1 Floor Level, Side-Side Seismic Loading O . -- r b r :1 I' .-4.: am 'N CJ III nil..• O iir - ll -a == == r , inr - -J 80 60 40 w 20 - 0 I I I I I 0 10 20 30 40 50 60 70 SEISMIC-ASD ( Ib ) [p = 1.3] 1 2 QL 0 1000 QR 1000 4600 Vabv 1480 0 Vtot 2470 5600 Sherman Engineering, Inc. LL 15 3151 NE Sandy Blvd.Portland,OR 97232 PROJECT: 6/9/2o23 (503) 230-8876 Phone P2466R'B' JDM SIDE/SIDE LOADING WIND(k) SEISMIC(k) f 6 Q a 1 1.02 1.48 0 2 3.36 3.21 Ialah� ROOF DIAPH. 4.38 4.69 UPPER SHEAR WALLS is 1.5 k - 16.5 LF = ( go #/') , .. w 1.0 k _ 16.5 LF = 62 #/' __ GOVERNS go - Co too = go #/' S © = ';- :FIU cc 2 S 3.2 k - 18 LF = ( 178 #/') == - t--�-: w 3.4 k - 18 LF = 187 #/' 1 ism i ..'c' //� GOVERNS 187 • Co too = 187 #/' S IJ-1o1=10 AIMISa WIND(k) SEISMIC(k) 1 2.66 2.47 2 7.20 5.6o 4 El sn FLR.DIAPH. 9.86 8.07 — , 1 114 = i MAIN SHEAR WALLS i s 2.5 k = 2 k - io LF = 247 --#/' =;_t:=MA w 2.7 k = 3 k - io LF = 266 #/% C � , � GOVERNS 266 - Co too = 266 #/' 0 r -4 2 s 5.6 k = 6 k - 15 LF = 373 #/' �a sir w 7.2 k = 7 k - 15 LF = 480 #/'�� D GOVERNS 48o _ Co too = 48o #/' LL- 16 P2466R'B' 6/9/2023 JDM OVERTURNING- SIDE/SIDE LOADING WIND LINE LEVEL WALL SHEAR HT TRIB DEAD M,resist DEAD M,ot LOAD NET HD REQ'D HD 2 4 0.062 8 5 15 1.11 WIND 2.0 0.33 Use MSTA49 1 1 1 3 0.266 9 10 15 1.00 WIND 7.2 0.00 2.19 Use HDU2 6 2 7 0.187 8 5 15 3.41 WIND 10.5 1.20 Use MSTA49 1 2 1 15 0.48o 9 10 15 24.98 WIND 64.8 0.00 3.32 Use HDU2 6 SEISMIC LINE LEVEL WALL SHEAR HT TRIB DEAD M,resist DEAD M,ot LOAD NET HD REQ'D HD 2 4 o.Ogo 8 5 15 1.11 SEISMIC 2.9 0.55 Use MSTA49 1 1 1 3 0.247 9 10 15 1.00 SEISMIC 6.7 0.00 2.02 Use HDU2 6 2 7 0.178 8 5 15 3.41 SEISMIC 10.0 1.13 Use MSTA49 1 2 1 15 0.373 9 10 15 24.98 SEISMIC 50.4 0.00 2.36 Use HDU2 6 notes: 1 the(worse case)shortest wall length in shearline is used 2 shear is shown in kips per lineal foot I Force Transfer Around Openings Calculator A PA JNE OPENING The force Irnnsfer mooed opsnlrps(FTAO)me1od of rhea...all anoryse I.on approach awe oars to rwnfa<e the mall ra<h Mare performs as Mere was no opmma Tres approach lends<warm od.anlo9..over..ymMped shear.mll<-.ma..wsolary,become n allows la narrower wall...mem*aretae pal mMnp Ile herpM.Io.wdM roam and,ones,l..ar required hold-do...s. Project Information Code: Date: Designer: Client: Project: 2466 Wall Line: 1 upper L1(ft) Lol(ft) L2(ft) V(lb) T .. e .c j i L,eu(ft) Shear Wall Calculation Variables V 1480 Ibf Opening 1 Adj.Factor Method= 1.25-0.125h/bs Ll 4.00 ft h, 1.25 ft Wall Pier Aspect Ratio Adj.Factor L2 12.50 ft I ha 5.00 ft P1=h0/L1= 1.25 N/A hwxll 8.00 ft hb 1.75 ft P2=ha/L2= 0.40 N/A Lwall 23.50 ft Lol 7.00 ft 1.Hold-down forces:H=Vhwall/Lwall 504 lbf 6.Unit shear beside opening v1=(V/L)(L1+T1)/L1= 90 plf 2.Unit shear above+below opening v2=(V/L)(T2+L2)/L2= 90 plf First opening:vat=vb1=H/(h,+hb)= 168 plf Check v1*L1+v2*L2=V? 1480 lbf OK 3.Total boundary force above+below openings 7.Resistance to corner forces First opening:01=val x(Lol)= 1176 lbf R1=vl*L1= 359 Ibf R2=v2*L2= 11211bf 4.Corner forces Fl=O1(L1)/(L1+L2)= 285 lbf 8.Difference corner force+resistance F2=01(L2)/(Ll+L2)= 891 lbf R1-F1= 74 lbf R2-F2= 231 lbf 5.Tributary length of openings T1=(Ll*Lo1)/(L1+L2)= 1.70 ft 9.Unit shear in corner zones T2=(L2*Lo1)/(L1+L2)= 5.30 ft vc1=(R1-F1)/L1= 18 plf vc2=(R2-F2)/L2= 18 plf Vim_ Check Summary of Shear Values for One Opening Line 1:vc1(h,+hb)+vl(hp)=H? 55 448 504 lbf Line 2:va1(h,+hb)-vc1(h,+hb)-v1(h0)=0? 504 55 448 0 Line 3:va1(h,+hb)-vc2(h,+hb)-vl(h0)=0? 504 55 448 0 Line 4:vc2(h,+hb)+v2(h0)=H? 55 448 504 lbf Design Summary* Req.Sheathing Capacity 168 plf 4-Term Deflection 3-Term Deflection Req.Strap Force 891 lbf 4-Term Story Drift% 3-Term Story Drift Req.HD Force(H) 504 lbf Req.Shear Wall Anchorage Force(vm„) 63 plf *The Design Summary assumes that the shear wall is designed as blocked. Force Transfer Around Openings Calculator A OA ONE OPENING The taw rromkr*sound opening.(FTwp)method of.h.a.wail amory.n i on approach rhar am.ra.e:nlmu Pre wall Pcch rho,n"hone as iI rh.r.was no op.mng.Thin oocoaach k.ds u.am odwnlop..over..,r.,.od Poor walls.more.e.serilo,,because n ellows I.narrower wall wpmenh wh:lw ell mew,rho hegs,.ro.widh.aem and.aho,fewer',wool hold.dorm. Project Information Code: Date: Designer: Client: Project: 2466 Wall Line: 1 main LW-0 Lol(ft) L2(ft) V(lb) T .. s j ft L, )ft) Shear Wall Calculation Variables V 2700 Ibf Opening 1 Adj.Factor Method= 1.25-0.125h/bs Ll 3.00 ft ha 1.25 ft Wall Pier Aspect Ratio Adj.Factor L2 7.00 ft l hp 5.00 ft P1=h0/L1= 1.67 N/A hwan 9.00 ft hb 2.75 ft P2=hdL2= 0.71 N/A Lw:n 17.00 ft Lol 7.00 ft 1.Hold-down forces:H=Vhwall/Lwali 1429 Ibf 6.Unit shear beside opening v1=(V/L)(L1+T1)/L1= 270 plf 2.Unit shear above+below opening v2=(V/L)(T2+L2)/L2= 270 plf First opening:va1=vb1=H/(ha+hb)= 357 plf Check v1*L1+v2*L2=V? 2700 lbf OK 3.Total boundary force above+below openings 7.Resistance to corner forces First opening:01=val x(Lol)= 2501 lbf R1=v1*L1= 810Ibf R2=v2*L2= 1890 lbf 4.Corner forces Fl=O1(L1)/(L1+L2)= 750 lbf 8.Difference corner force+resistance F2=01(L2)/(L1+L2)= 1751 lbf R1-F1= 60 lbf R2-F2= 139 lbf 5.Tributary length of openings T1=(L1*Lo1)/(Ll+L2)= 2.10 ft 9.Unit shear in corner zones T2=(L2*Lo1)/(L1+L2)= 4.90 ft vc1=(R1-F1)/L1= 20 plf vc2=(R2-F2)/L2= 20 plf Vim_ 1Figh'—'—'—'—'—'— m.. ~ H(Ib)I Check Summary of Shear Values for One Opening Line 1:vcl(ha+hb)+vl(ha)=H? 79 1350 1429 lbf Line 2:va1(ha+hb)-vc1(ha+hb)-v1(hp)=0? 1429 79 1350 0 Line 3:va1(ha+hb)-vc2(ha+hb)-vl(h0)=0? 1429 79 1350 0 Line 4:vc2(ha+hb)+v2(h0)=H? 79 1350 1429 lbf Design Summary* Req.Sheathing Capacity 357 plf 4-Term Deflection 3-Term Deflection Req.Strap Force 1751 lbf 4-Term Story Drift% 3-Term Story Drift Req.HD Force(H) 1429 lbf Req.Shear Wall Anchorage Force(vm„) 159 plf *The Design Summary assumes that the shear wall is designed as blocked. PAINTED END OF FLOOR TRUSS IS THE TOP LEFT END OF TRUSS INDICATED BY THE TRIANGLE A Jurisdiction Stamp SHOWN ON LAYOUT AND THE TOP LEFT END OF TRUSS DRAWING ON STAMPED ENGINEERING PAGE y 27-00-00 y y 10-00-00 y 17-00-00 y Garage Right D.T. 350PLF 0 5 1/2"x 18" FB FT01 1-10-04 HF Q O I• ElUse THA422 Hangers Truss to Truss o x� li Use THA422 Hangers Truss to Beam N r ii V N M ., • I 1=11 1%1 _ 0 CO 0 N a • a LA O a e11-0 s-00 r ; i- ;� J H FLOOR NOTES Q a o II M a) ALL BEAMS, RIM, OR ANYTHING ELSE o =O N a M NEEDED TO COMPLETE FLOOR SYSTEM III _ t9 cn ca TO BE SUPPLIED AND SIZED BY • •a N U OTHERS. BUILDERS FIRSTSOURCE co II "' �,� TRUSS TO SUPPLY OPEN WEB AND o if tl II I W W o E Q TRUSS TO TRUSS CONNECTION ONLY. m v N w N •-02-00 M Ce N c) ALL CONCENTRATED LOADS BEING g •A v -10-00 w p Q o W TRANSFERED DOWN FROM ABOVE TO o ` o N •• � Z w W BE SQUASHED BLOCKED AS TO NOT In F •Q . ? o N o IMPOSE ANY ADDITIONAL LOADS ON II TOP OF FLOOR TRUSSES. o Q ' IB ,_ N v D FT06 �t-011-11 LPL W C CAUTION: ,-,; s 0 1A8_Cant.truss NEVER CUT, SAW, DRILL, OR MODIFY 4x6 III I -- FLOOR TRUSS WITHOUT THE ; 7-04 08 f o •10 00-00 2 m U o ti APPROVAL OF BUILDERS FIRSTSOURCE / i pl . 2.� ,11�12 0 TRUSS DEPT. opc\Ien 1 1-07-12`" N �- rz o fkr j rx l U � � 71- ALL 2X6 STRONGBACKING MUST BE stars0 CO O , b, O J -o (0 INSTALLED ON EDGE AT 10' ON CENTER :Ho-op� -o8-n8 19-1gI o Z < C co rn AND FASTENED WITH 3-16d NAILS. \ h' P o -j O a; a� STRONGBACKS TO BE ATTACHED TO \02 A • • o —. d' o ,, WALLS AT THEIR ENDS OR „ CV O 0 RESTRAINED BY OTHER MEANS. c., I • %;i ;; a I Q u -0 o 0 o V o WARNING: o I ♦Ili "> ,I �� I o L DO NOT INSTALL TRUSSES BACKWARDS OR UPSIDE DOWN. 2-00-00 FT09 1 r• FT11 O m 0 co a) im IQ Z 0 m FOLLOW LAYOUT FT10 I FT12 D.T. 350PLF 0 m 2-00-00 1F w K m 2-00-00 1 H N L L N O 3 1/2"x 18" FB M� O E LL 0 TC LL = 40 T C DL = 10 THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. /^ _ 0 a) BC LL = 0 These trusses are designed as individual building v J components to be incorporated into the building design •_ 4-i m at the specification of the building designer. See the Q IA BC DL = 5individual design sheets for each truss design identified L Note: All GE trusses have been designed for a drag load of 220PLF. U.N.O on the placement drawing. The building designer is '• 1 CO p Total Load = 55 responsible for temporary and permanent bracing of the L.L_ ; (� -C roof and floor system and for the overall structure. The - (-) Truss depth = 18" design of the truss support structure including headers, , N (n N beams,walls,and columns is the responsibility of the LL lid >= 480 3-08-00 11-10-00 11 06 00 building designer. For general guidance regarding .. F w bracing, consult "Bracing of wood trusses" available w U co TL lid >= 360 from the Truss Plate Institute, 583 D'Onifrio Drive; o w Madison,WI 53179 O g m n. a MiTek® MiTek USA, Inc. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Telephone 916-755-3571 Re: 3364054 Riverside Homes 2466 The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Builders FirstSource(Beaverton, OR). Pages or sheets covered by this seal: R76962520 thru R76962553 My license renewal date for the state of Oregon is December 31,2023. PRO �NGINE� F'4 /�2 9 89200PE OREGON �Q /.0 14,2°�P-�� MFRRIO- June 26,2023 Baxter,David IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s)identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only,and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. Job Truss Truss Type Qty Ply Riverside Homes_2466 R76962520 3364054 A01 GABLE 1 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:54:01 2023 Page 1 I D:XyYittUPSBwVD6?U Pj612iyC?iZ-RfC?PsB70Hg3NSgPgnL8w3u ITXbGKW rCDoi7J4zJC?f Q 6(l 13-6-0 13-6-0 27-0-0 13-6-0 276d- �0 (}- b Scale=1:45.5 4x5 9 10 11 4.00 12 12 36 8 7 37 13 6 14 5 15 4 16 3 17 19 12 18 ® g g ® g ® g g g ® g ® ��1 Io 3x4= 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 3x4= 3x6= 27-0-0 27-0-0 Plate Offsets(X,Y)-- [26:0-2-0,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) 0.00 19 n/r 120 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.08 Vert(CT) 0.01 19 n/r 180 BCLL 0.0 * Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 18 n/a n/a BCDL 10.0 Code IRC2018/TP12014 Matrix-SH Wind(LL) -0.00 19 n/r 90 Weight:133 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF No.2 REACTIONS. All bearings 27-0-0. (Ib)- Max Horz 2=63(LC 12) Max Uplift All uplift 100 lb or less at joint(s)18,29,30,31,32,33,34,35,27,25,24,23,22,21,20,2 Max Gray All reactions 250 lb or less at joint(s)18,28,29,30,31,32,33,34,27,25,24,23,22,21,2 except 35=380(LC 25),20=380(LC 26) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 3-35=-262/102,17-20=-262/101 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed;Gable Roof;Common Truss;MWFRS(envelope)gable end zone and C-C Corner(3E)-0-6-0 to 2-6-0,Exterior(2N)2-6-0 to 13-6-0, Corner(3R)13-6-0 to 16-6-0,Exterior(2N)16-6-0 to 27-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. n�D P ROFF 4)All plates are 2x4 MT20 unless otherwise indicated. �� G]N E R0.0 u 5)Gable requires continuous bottom chord bearing. N F �� 6)Gable studs spaced at 1-4-0 oc. "� 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q 89200 PE 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)18,29,30,31,32, 33,34,35,27,25,24,23,22,21,20,2. i 10)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and f- referenced standard ANSI/TPl 1. -9 OREGON41/ G/0�'4y14 2°�P+� MRRILk- RENEWAL DATE: 12-31-2023 June 26,2023 -- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. - Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply Riverside Homes_2466 R76962521 3364054 A02 Common 19 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:54:03 2023 Page 1 Q P ID:XyYittUPSBwVD6?UPj612iyC?iZ-RfC?PsB70Hg3NSgPgnL8w3u0 lTXbGKWrCDoi7J4z7JC?f 0-6-0 6-11-3 6663 3 8 6-13 6 110-3 20-6 60 Scale=1:45.3 4x6 4 4.00 12 12 13 2x4 O 2x4/i 3 5 11 14 2 6 7 01 0 o �I Io 10 9 8 3x6= 3x4= 3x6= 3x4= 3x6= 9-6-7 17-5-10 27-0-0 9-6-7 7-11-3 9-6-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL) -0.16 6-8 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.57 Vert(CT) -0.36 6-8 >881 180 BCLL 0.0 * Rep Stress Incr YES WB 0.13 Horz(CT) 0.07 6 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-SH Weight:102 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 3-8-6 oc purlins. BOT CHORD 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.2 REACTIONS. (size) 6=0-5-8,2=0-5-8 Max Horz 2=37(LC 12) Max Uplift 6=-15(LC 9),2=-15(LC 8) Max Gray 6=1161(LC 1),2=1161(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2511/359,3-4=-2175/294,4-5=-2175/294,5-6=-2511/359 BOT CHORD 2-10=-291/2309,8-10=-143/1591,6-8=-291/2309 WEBS 4-8=-23/654,5-8=-463/179,4-10=-23/654,3-10=-463/179 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)and C-C Exterior(2E)-0-6-0 to 2-6-0,Interior(1)2-6-0 to 13-6-0,Exterior(2R)13-6-0 to 16-6-0,Interior(1)16-6-0 to 27-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� D P R O 4)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide F`s�'will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,2. ���� VNG I N EFR `-' 6)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 89200PE _.poier — OREGON �� -57G MNbt�P+�D y14 2 RR10- RENEWAL DATE: 12-31-2023 June 26,2023 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,notMI a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply Riverside Homes_2466 R76962522 3364054 AO2D COMMON 1 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:54:04 2023 Page 1 Q P ID:XyYittUPSBwVD6?UPj612iyC?iZ-RfC?PsB70Hg3NSgPgnL8w3u0 lTXbGKWrCDoi7J4z7JC?f 0-6-0 6-11-3 6663 3 8 6-13 6 110-3 20-6 60 Scale=1:45.3 4x6 4 4.00 12 12 13 2x4 O 2x4/i 3 5 11 14 1 2 6 7 , 0 c II,l 1`� Io 15 10 16 17 9 8 5x6= 3x4= 3x6= 3x4= Sx6= 9-6-7 17-5-10 27-0-0 9-6-7 7-11-3 9-6-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.50 Vert(LL) -0.16 6-8 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.63 Vert(CT) -0.36 6-8 >881 180 BCLL 0.0 * Rep Stress Incr NO WB 0.13 Horz(CT) 0.07 6 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-SH Weight:102 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 3-7-3 oc purlins. BOT CHORD 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 4-9-11 oc. WEBS 2x4 DF No.2 'CG?NEp PROP REACTIONS. (size) 6=0-5-8,2=0-5-8 Gj !NG I NEF 4p Max Horz 2=56(LC 37) QY v R Max Uplift 6=-620(LC 32),2=-620(LC 29) Q� �'7 Max Gray 6=1161(LC 1),2=1161(LC 1) 89200PE FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2960/2051,3-4=-2175/1127,4-5=-2175/1132,5-6=-2963/2054 BOT CHORD 2-10=-1912/2852,8-10=-848/1591,6-8=-1889/2837 '4.11111 #20 WEBS 4-8=-59/654,5-8=-463/213,4-1 0=-6 316 54,3-10=463/220 • n_O R E G O N �� NOTES- G/O `/q y 7 4 2�\ +� 1)Unbalanced roof live loads have been considered for this design. Q 2)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MER R 1 _'— MWFRS(envelope)and C-C Exterior(2E)-0-6-0 to 2-6-0,Interior(1)2-6-0 to 13-6-0,Exterior(2R)13-6-0 to 16-6-0,Interior(1)16-6-0 to 27-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 RENEWAL DATE: 12 31 2023 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 6=620,2=620. 6)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7)This truss has been designed for a total drag load of 125 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 3-10-0 to 11-7-8,15-0-0 to 27-0-0 for 170.5 plf. June 26,2023 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. - Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply Riverside Homes_2466 R76962523 3364054 A03 California 1 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:54:05 2023 Page 1 Q ID:XyYittUPSBwVD6?UPj612iyC8 ?iZ-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7JJ4zlJC?f 0-6 5-5-8 5-11-5 11 T 62 3-2-2 1d-6-3 5111-5 6-5-8 20-6-00 tl Scale=1:46.9 4x6 6x8= 4.00 12 4 5 LI 1 3x4% 14 17 3x4 3 6 a N 13 18 a 1 2 7 8 3x6= 12 11 10 9 3x6= 2x4 I I 3x10= 5x8= 2x4 I I 5-5-8 11-4-13 15-7-3 21-6-8 27-0-0 5-5-8 5-11-5 4-2-6 5-11-5 5-5-8 Plate Offsets(X,Y)-- [2:0-0-0,0-0-10],[5:0-4-0,0-1-12],[7:0-0-0,0-0-10],[10:0-4-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL) -0.15 11 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.46 Vert(CT) -0.26 9-10 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.32 Horz(CT) 0.09 7 n/a n/a BCDL 10.0 Code IRC2018ITP12014 Matrix-SH Weight:116 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 3-8-3 oc purlins,except BOT CHORD 2x4 DF No.1&Btr 2-0-0 oc purlins(4-4-6 max.):4-5. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 7=0-5-8,2=0-5-8 Max Horz 2=31(LC 16) Max Uplift 7=-50(LC 9),2=-50(LC 8) Max Gray 7=1273(LC 1),2=1281(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2966/360,3-4=-2410/317,4-5=-2236/321,5-6=-2385/326,6-7=-2944/377 BOT CHORD 2-12=-306/2719,11-12=-306/2719,10-11=-213/2210,9-10=-319/2698,7-9=-319/2698 WEBS 3-11=-534/137,4-11=-2/302,5-10=0/307,6-10=-538/134 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)and C-C Exterior(2E)-0-6-0 to 2-6-0,Interior(1)2-6-0 to 11-6-11,Exterior(2E)11-6-11 to 15-5-5,Exterior(2R) 15-5-5 to 19-8-4,Interior(1)19-8-4 to 27-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 �� P R FFs 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� ,- I N E R ^ 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �1 �2 will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7,2. 89200 P E �c 7)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)201 lb down and 139 lb up at g4V425.-I' • r.e' 11-11-12,and 129 lb down and 125 lb up at 15-0-4 on top chord. The design/selection of such connection device(s)is the v. CZ- responsibility of others. -9 OREGON LOAD CASE(S) Standard G/0�4�'14,Z" P+� 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) MER R 1 U\- Vert:1-4=-64,4-5=-64,5-8=-64,2-7=-20 Concentrated Loads(Ib) Vert:15=-151 16=-80 RENEWAL DATE: 12-31-2023 June 26,2023 -- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. - Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply Riverside Homes_2466 R76962524 3364054 A04 California 1 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:54:06 2023 Page 1 I D:XyYittUPSBwVD6?U Pj612iyC?iZ-RfC?PsB70Hg3NSgPgnL8w3u ITXbGKW rCDoi7J4zJC?f 6 7-4-13 9-10-15 13-6-0 15-4-0 19-7-3 27-0-0 2 -610 6- 7-4-13 2-6-2 3-7-1 1-10-0 4-3-3 7 4-13 -6-0 Scale=1:46.9 4x5 7 4.00 12 4x8 4 4x5 = P.R 4x5 2x4 II 3 19 6 17 5.0 Bg 9 16 18 0 1 2 1011 N o ° ebb to s, I,7 13 M o 4x5= 15 14 4x6= 12 3x6= 3x4= 2x4 I I 3x4= 7-4-13 13-6-0 19-7-3 27-0-0 7-4-13 6-1-3 6-1-3 7-4-13 Plate Offsets(X,Y)-- [10:0-0-0,0-0-10] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.57 Vert(LL) -0.18 14 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.58 Vert(CT) -0.32 14 >993 180 BCLL 0.0 * Rep Stress Incr YES WB 0.47 Horz(CT) 0.09 10 n/a n/a BCDL 10.0 Code IRC2018ITP12014 Matrix-SH Weight:120 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 3-3-5 oc purlins,except BOT CHORD 2x4 DF No.1&Btr 2-0-0 oc purlins(3-8-2 max.):3-9. Except: WEBS 2x4 DF No.2 1 Row at midpt 6-9 BOT CHORD Rigid ceiling directly applied or 7-0-7 oc bracing. JOINTS 1 Brace at Jt(s):6 REACTIONS. (size) 10=0-5-8,2=0-5-8 Max Horz 2=49(LC 12) Max Uplift 10=-24(LC 9),2=-32(LC 8) Max Gray 10=1172(LC 1),2=1184(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2758/909,3-5=-2522/1005,5-6=-2297/1040,6-8=-2232/690,8-9=-2232/690, 7-9=-296/31,9-10=-2697/655,5-7=-273/21 BOT CHORD 2-15=-913/2540,14-15=-873/2866,12-14=-873/2866,10-12=-572/2478 WEBS 3-15=0/398,6-15=-440/43,6-12=-711/330,9-12=-53/430 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)and C-C Exterior(2E)-0-6-0 to 2-6-0,Interior(1)2-6-0 to 15-4-0,Exterior(2E)7-6-9 to 10-9-1,Exterior(2R)15-4-0 �E� P R OFF to 19-5-7,Interior(1)19-5-7 to 27-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 �,� G I NE-4 sS/ 3)Provide adequate drainage to prevent water ponding. -'- �NR Q2 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. "� 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Q- 89200PE will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)10,2. 7)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and j,�• referenced standard ANSI/TPI 1. - ion OAP • — 8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. il Z- 9 OREGON /O M V 14 20 -- ERRIL0- RENEWAL DATE: 12-31-2023 June 26,2023 -- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. - Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply Riverside Homes_2466 R76962525 3364054 A05 California 1 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:54:07 2023 Page 1 Q ID:XyYittUPSBwVD6?UPj612iyC?iZ-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7JJ4zlJC?f 0-6 7-4-13 7d16-5 5-710 13-7-11 2-6-2 7 4 13 20-6-00 Scale=1:46.9 4x8% 6 4.00 12 3x10= 4x8 3 l' f71 [171 [71 6a \ \ 19 15 16 17 18 5 14 13 20 0 1 2 7 8 N El 14 TA El I� o 10 3x6= 12 11 4x6= 9 3x6= 3x4= 2x4 II 3x4= 7-4-13 13-6-0 19-7-3 27-0-0 7-4-13 6-1-3 6-1-3 7-4-13 Plate Offsets(X,Y)-- [2:0-0-0,0-0-10],[7:0-0-0,0-0-10] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.92 Vert(LL) -0.20 11 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.62 Vert(CT) -0.34 11 >927 180 BCLL 0.0 * Rep Stress Incr YES WB 0.57 Horz(CT) 0.09 7 n/a n/a BCDL 10.0 Code IRC2018/TP12014 Matrix-SH Weight:106 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied,except BOT CHORD 2x4 DF No.1&Btr 2-0-0 oc purlins(3-9-11 max.):3-5. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 7-6-14 oc bracing. REACTIONS. (size) 7=0-5-8,2=0-5-8 Max Horz 2=-36(LC 42) Max Uplift 7=-49(LC 9),2=-60(LC 8) Max Gray 7=1204(LC 1),2=1220(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2809/626,3-4=-2554/621,4-5=-2551/977,5-7=-2798/880 BOT CHORD 2-12=-441/2578,11-12=-735/3103,9-11=-735/3103,7-9=-787/2574 WEBS 3-12=-72/452,4-12=-762/356,4-9=-868/50,5-9=0/490 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)and C-C Exterior(2E)-0-6-0 to 2-6-0,Interior(1)2-6-0 to 7-6-11,Exterior(2R)7-6-11 to 11-9-9,Interior(1)11-9-9 to 19-5-5,Exterior(2R)17-1-1 to 21-4-0,Interior(1)21-4-0 to 27-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 �� P R Fs 3)Provide adequate drainage to prevent water ponding. F 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��' [NE R ^5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wideF ��will fit between the bottom chord and any other members.6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100lb uplift atjoint(s)7,2. %9G200PE 7)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and L. referenced standard ANSI/TPI 1. 8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. • • 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)117 lb down and 125 lb up at 7-11-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. QirOF ,.,Cr 9 n_•' • LOAD CASE(S) Standard L "1'7A 01t` 1� 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Q y 14 2 Q+ Uniform Loads(plf) /I Vert:1-3=-64,3-18=-64,5-18=-14,5-6=-64,5-8=-64,2-7=-20 ERR 10— Concentrated Loads(Ib) Vert:15=-68 RENEWAL DATE: 12-31-2023 June 26,2023 -- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. - Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply Riverside Homes_2466 R76962526 3364054 A06 CALIFORNIA GIRDER 1 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:54:08 2023 Page 1 5 I D:XyYittUPSBwVD6?U Pj612iyC?iZ-RfCC?PsB70Hg3NSgPgnL8w3u ITXbGKW rCDoi7J4zJC?f 6 5-4-13 5-4-13 S8-8-12 d16 0-15 2-9-13 12 1--11 3 1I 0-9-2 I 13-9-10 3-9-11 1 9 2I 23- 0 3-7-13 37 6-0 2 6 0 Scale:1/4"=1' 8x12 M18AHS 4x8= 6x16 4.00 112 5x10= 5x8= 5 `6 L� 27 �� 6 .� 28 �� 2�. 7 3 4 �� 4 25 m 3x4 30 8 23 31 0 12 _ 910 N pI To 0 LII Fill _ _ II . II II II �n I0 16 15 14 32 13 33 12 34 35 11 36 5x10= 4x6= 4x8= 3x10 II 8x12 M18AHS=7x10= 2x4 IILUS24 6x12= HUS26 LUS24 LUS24 LUS24 LUS24 5-4-13 10-9-13 15-4-0 19-10-3 23-6-0 27-0-0 5-4-13 5-5-0 4-6-3 4-6-3 3-7-13 3-6-0 Plate Offsets(X,Y)-- [2:0-0-0,0-1-5],[3:0-5-0,0-1-12],[4:0-4-0,0-3-4],[7:0-7-12,0-3-0],[9:Edge,0-2-5],[12:0-5-0,0-4-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) 1/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.96 Vert(LL) -0.47 14-15 >692 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.68 Vert(CT) -0.75 14-15 >432 180 M18AHS 169/162 BCLL 0.0 * Rep Stress Incr NO WB 0.99 Horz(CT) 0.14 9 n/a n/a BCDL 10.0 Code IRC2018/TP12014 Matrix-MSH Weight:143 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr*Except* TOP CHORD Structural wood sheathing directly applied or 1-6-13 oc purlins, 5-7:2x6 DF No.2 except BOT CHORD 2x6 DF 2400F 2.0E 2-0-0 oc purlins(2-3-2 max.):3-4,5-7. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 2=0-5-8,9=0-5-8 Max Horz 2=20(LC 37) Max Gray 2=2239(LC 1),9=2973(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-5782/114,3-4=-5437/123,4-5=-8002/1,5-6=-7605/8,6-7=-7310/0,7-8=-7710/0, 8-9=-7536/0 BOT CHORD 2-16=-58/5432,15-16=-25/8721,14-15=0/9517,12-14=0/9517,11-12=0/7099, 9-11=0/7099 WEBS 3-16=0/1732,4-16=-3744/0,4-15=-1483/130,5-15=0/2204,6-15=-2296/0,6-14=0/1426, 6-12=-2606/0,7-12=0/2040,8-12=-123/450 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)and C-C Exterior(2E)-0-6-0 to 2-6-0,Interior(1)2-6-0 to 5-4-14,Exterior(2R)5-4-14 to 8-4-14,Interior(1)8-4-14 ���_O PR OFec, to 10-10-0,Exterior(2R)10-10-0 to 13-10-0,Interior(1)13-10-0 to 19-10-0,Exterior(2R)19-10-0 to 22-10-0,Interior(1)22-10-0 to �� � G I N E R 27-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for N F O� reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. Q 892 0O P E c 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. � ---- • 7)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and �� 4-4 referenced standard ANSI/TPI 1. -y A_OREGON41/ 8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. li t ' i ONN 11� 9)Use Simpson Strong-Tie HUS26(14-10d Girder,6-10d Truss,Single Ply Girder)or equivalent at 15-6-12 from the left end to connect 0 Y14,2- truss(es)to front face of bottom chord. n , 10)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at MER R 1 0` 16-11-4 from the left end to 20-11-4 to connect truss(es)to front face of bottom chord. 11)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent at 22-11-4 from the left end to connect truss(es)to front face of bottom chord,skewed 0.0 deg.to the right,sloping 0.0 deg.down. RENEWAL DATE: 12-31-2023 12)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent at 24-11-4 from the left end to connect June 26,2023 truss(es)to front face of bottom chord,skewed 0.0 deg.to the left,sloping 0.0 deg.down. where hanger isilMikact with lamb , A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. - Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply Riverside Homes_2466 R76962526 3364054 A06 CALIFORNIA GIRDER 1 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:54:09 2023 Page 2 I D:XyYittUPSBwVD6?U Pj612iyC?iZ-RfC?PsB70Hg3NSgPgnL8w3u ITXbGKW rCDoi7J4zJC?f NOTES- 14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)141 lb down and 99 lb up at 5-11-12,253 lb down and 196 lb up at 11-7-12,and 162 lb down and 114 lb up at 16-11-4,and 230 lb down and 161 lb up at 19-0-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 15)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-64,3-4=-64,4-5=-64,5-7=-64,7-10=-64,17-20=-20 Concentrated Loads(lb) Vert:14=-1468(F)26=-222 28=-162 29=-200 32=-80(F)33=-77(F)34=-572(F)35=-57(F)36=-42(F) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply Riverside Homes_2466 R76962527 3364054 B01 Roof Special Girder 1 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:54:09 2023 Page 1 I D:XyYittUPSBwVD6?U Pj612iyC?iZ-RfC?PsB70Hg3NSgPgnL8w3u ITXbGKW rCDoi7J4zJC?f 0-6-0 3 4-13 3-10-159-3-9 15-6-0 �0-6-0 3-4-13 0-6-2 5-4-10 6-2-7 Scale=1:27.0 4.00 112 4x5 5x10= 3x6= 3 12 X1 XI13 1 IX 14 I 6 11 o a -2 0 c M M k 15 10 9 8 3x6= 4x5= 2x4 I I 7 LUS24 4x6= LUS24 3-4-13 9-3-6 15-6-0 3-4-13 5-10-9 6-2-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) -0.13 9-10 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.59 Vert(CT) -0.21 9-10 >859 180 BCLL 0.0 * Rep Stress Incr NO WB 0.39 Horz(CT) 0.03 8 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-SH Weight:74 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 4-0-1 oc purlins, BOT CHORD 2x6 DF No.2 except end verticals,and 2-0-0 oc purlins(3-9-1 max.):3-6. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-8 REACTIONS. (size) 8=Mechanical,2=0-5-8 Max Horz 2=30(LC 36) Max Gray 8=761(LC 1),2=1083(LC 25) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2696/113,3-4=-2443/141,4-5=-306/64 BOT CHORD 2-10=-89/2518,9-10=-271/2521,8-9=-271/2521 WEBS 3-10=0/597,4-10=-380/260,4-8=-2257/249 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)and C-C Exterior(2E)-0-6-0 to 2-6-0,Interior(1)2-6-0 to 3-6-9,Exterior(2R)3-6-9 to 7-9-8,Interior(1)7-9-8 to 15-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� P R Fs 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide F will fit between the bottom chord and any other members. ' G I N E s4 6)Refer to girder(s)for truss to truss connections. N F 7)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and (V� 2,9 referenced standard ANSI/TPI 1. Q 89200PE c 8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 1-6-8 oc max.starting at 2-0-12 from the left end to 3-7-4 to connect truss(es)to front face of bottom chord. / 10)Fill all nail holes where hanger is in contact with lumber. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)30 lb down and 62 lb up at lA ' c4-- 3-11-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 9 A"OREGON 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). L -�/ NI)` 11� LOAD CASE(S) Standard /O y 7 4 20 �Pr 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 ERR 1 Lk- Uniform Loads(plf) Vert:1-3=-64,3-5=-64,5-6=-64,2-7=-20 Concentrated Loads(Ib) RENEWAL DATE: 12-31-2023 Vert:10=-495(F)15=-19(F) June 26,2023 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. MI Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply Riverside Homes_2466 R76962528 3364054 C01 California Girder 1 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:54:10 2023 Page 1 I D:XyYittUPSBwVD6?U Pj612iyC?iZ-RfC?PsB70Hg3NSgPgnL8w3u ITXbGKW rCDoi7J4zJC?f 3-4-13 3-10-15 7-11-1 8-5-3 11-10-0 3-4-13 0-6-2 4-0-2 0-6-2 3-4-13 Scale=1:19.8 4x6 4.00 12 6x8= 7 3 11 10 1 4 �o o O b > o 12 13 14 15 16 LUS24 6 4x5=LUS24 LUS24 LUS24 2x4 LUS24 3x4= 3x6= 3-4-13 8-5-3 11-10-0 3-4-13 5-0-6 3-4-13 Plate Offsets(X,Y)-- [3:0-4-0,0-1-12],[4:0-7-5,0-0-9] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) 1/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.66 Vert(LL) -0.05 5-6 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.42 Vert(CT) -0.09 5-6 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.05 Horz(CT) 0.02 4 n/a n/a BCDL 10.0 Code IRC2018/TP12014 Matrix-SH Weight:52 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 4-7-12 oc purlins, BOT CHORD 2x6 DF No.2 except WEBS 2x4 DF No.2 2-0-0 oc purlins(3-10-14 max.):2-3. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=0-5-8,4=Mechanical Max Horz 1=-10(LC 13) Max Uplift 1=-62(LC 8),4=-63(LC 9) Max Gray 1=793(LC 1),4=795(LC 26) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-2009/279,2-3=-1885/303,3-4=-1947/278 BOT CHORD 1-6=-227/1882,5-6=-222/1807,4-5=-222/1807 WEBS 3-5=0/267 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)and C-C Exterior(2E)0-2-12 to 3-2-12,Interior(1)3-2-12 to 3-6-9,Exterior(2R)3-6-9 to 7-9-8,Interior(1)7-9-8 to 8-5-3,Exterior(2E)8-5-3 to 11-9-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 AFL P 4 FFS 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� r'I N E Rt. ^ 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide " v1 i �2 will fit between the bottom chord and any other members. 17 6)Refer to girder(s)for truss to truss connections. 892 00 P E 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,4. 8)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. /.� 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. (� �.''; � / 10)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 3-10-4 oc max.starting at tZ-- 2-0-12 from the left end to 5-11-0 to connect truss(es)to front face of bottom chord. -9 O R EG O N 11)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent at 4-0-12 from the left end to connect L ///q �\1)` � truss(es)to front face of bottom chord,skewed 0.0 deg.to the right,sloping 0.0 deg.down. Q �t V 1 4, 2 P� 12)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent at 7-9-4 from the left end to connect /ER R I L�-truss(es)to front face of bottom chord,skewed 0.0 deg.to the left,sloping 0.0 deg.down. 13)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent at 9-9-4 from the left end to connect truss(es)to front face of bottom chord,skewed 0.0 deg.to the right,sloping 0.0 deg.down. 14)Fill all nail holes where hanger is in contact with lumber. RENEWAL DATE: 12-31-2023 15)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)374 lb down and 191 lb up at June 26,2023 3-11-12,and 145 lb down and 96 lb up at 5-11-0,and 332 lb down and 191 lb up at 7-10-4 on top chord. The design/selection of elgtim device responsitll - A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. - Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply Riverside Homes_2466 R76962528 3364054 C01 California Girder 1 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:54:11 2023 Page 2 I D:XyYittUPSBwVD6?U Pj612iyC?iZ-RfC?PsB70Hg3NSgPgnL8w3u ITXbGKW rCDoi7J4zJC?f NOTES- 16) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=-64,2-3=-64,3-4=-64,1-4=-20 Concentrated Loads(lb) Vert:8=-232 9=-54 10=-232 12=-19(F)13=-17(F)14=-17(F)15=-17(F)16=-19(F) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply Riverside Homes_2466 R76962529 3364054 CO2 Common 1 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:54:11 2023 Page 1 I D:XyYittUPSBwVD6?U Pj612iyC?iZ-RfC?PsB70Hg3NSgPgnL8w3u ITXbGKW rCDoi7J4zJC?f 5-11-0 11-10-0 5-11-0 5-11-0 Scale=1:19.6 4x5 2 4.00 112 5 6 N 3 1 4 2x4 II 3x4— 3x4 5-11-0 11-10-0 5-11-0 5-11-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.04 3-4 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.28 Vert(CT) -0.07 3-4 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.05 Horz(CT) 0.01 3 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-SH Weight:36 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.2 REACTIONS. (size) 1=Mechanical,3=Mechanical Max Horz 1=17(LC 16) Max Gray 1=492(LC 1),3=492(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-887/278,2-3=-887/274 BOT CHORD 1-4=-195/772,3-4=-195/772 WEBS 2-4=0/275 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)and C-C Exterior(2E)0-0-12 to 3-0-12,Interior(1)3-0-12 to 5-11-0,Exterior(2R)5-11-0 to 8-11-0,Interior(1) 8-11-0 to 11-9-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide D P R Fs will fit between the bottom chord and any other members. F 5)Refer to girder(s)for truss to truss connections. N,� G I N E R 0/�� 6)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and \ ri referenced standard ANSI/TPI 1. 89200PE -gr 110Y_ - y OREGON 4•Q� G/6 y14,20• + 4/ERR 10- RENEWAL DATE: 12-31-2023 June 26,2023 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. - Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply Riverside Homes_2466 R76962530 3364054 1301 MONOPITCH GIRDER 1 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:54:12 2023 Page 1 I D:XyYittUPSBwVD6?U Pj612iyC?iZ-RfC?PsB70Hg3NSgPgnL8w3u ITXbGKW rCDoi7J4zJC?f 3-8-0 3-8-0 Scale=1:10.6 2 3 2x4 II 4.00 112 6 1 Ili-2-0 EiP III " ' 3x4= 7 LUS24 5 3x4 4 3-8-0 — 3-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) -0.01 1-5 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.20 Vert(CT) -0.02 1-5 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-P Weight:12 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins, BOT CHORD 2x4 DF No.2 except end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=0-3-8,5=Mechanical Max Horz 1=32(LC 9) Max Gray 1=145(LC 1),5=180(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)and C-C Exterior(2E)0-1-12 to 3-4-4,Interior(1)3-4-4 to 3-8-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent at 2-0-12 from the left end to connect truss(es)to front face of bottom chord. - P R OFFs 7)Fill all nail holes where hanger is in contact with lumber. s 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). I N EF,4 /O� LOAD CASE(S) Standard Q 89200PE 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) • • Vert: 2-3=-64,1-4=-20 Loads(l Concentrated Loads(Ib) �i�Vert:7=-30(F) OREGON p G,'O g y 7 4 20—i- MERRIL\- RENEWAL DATE: 12-31-2023 June 26,2023 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. - Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply Riverside Homes_2466 R76962531 3364054 D02 Monopitch 3 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:54:12 2023 Page 1 I D:XyYittUPSBwVD6?U Pj612iyC?iZ-RfC?PsB70Hg3NSgPgnL8w3u ITXbGKW rCDoi7J4zJC?f -0-6-0 3-8-0 0-6-0 3-8-0 Scale=1:10.6 3 4 2x4 4.00 12 8 . 7 r-2-0 2 -1 ij� 6 3x4 3x4— 5 3-8-0 3-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) -0.00 2-6 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.09 Vert(CT) -0.01 2-6 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-P Weight:12 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins, BOT CHORD 2x4 DF No.2 except end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 6=Mechanical,2=0-5-8 Max Horz 2=34(LC 9) Max Uplift 6=-3(LC 12),2=-19(LC 8) Max Gray 6=153(LC 1),2=182(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)and C-C Exterior(2E)-0-6-0 to 2-6-0,Interior(1)2-6-0 to 3-8-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,2. 6)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. �� P R OFFss G1 1\1 EF'4 /�2 Q 89200PE O'EGON ��r 14 20— G/Q i- MERRIL\- RENEWAL DATE: 12-31-2023 June 26,2023 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. - Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply Riverside Homes_2466 R76962532 3364054 JA01 JACK-OPEN GIRDER 1 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:54:13 2023 Page 1 I D:XyYittUPSBwVD6?U Pj612iyC?iZ-RfC?PsB70Hg3NSgPgnL8w3u ITXbGKW rCDoi7J4zJC?f -0-6-0 1-10-15 0-6-0 1-10-15 Scale=1:16.4 4.00 12 3 2 1 co yl � ♦ 8 L 10 4 LUS24 LUS24 LUS24 3x6= 4-0-0 _ 8-0-0 4-0-0 4-0-0 Plate Offsets(X,Y)-- [2:0-0-0,0-0-6] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) 1/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.09 4-7 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.35 Vert(CT) -0.17 4-7 >555 180 BCLL 0.0 * Rep Stress!nor NO WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code IRC2018/TP12014 Matrix-MP Weight:14 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical,2=0-5-8,4=Mechanical Max Horz 2=19(LC 29) Max Uplift 2=-10(LC 8) Max Gray 3=165(LC 3),2=120(LC 1),4=122(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)and C-C Exterior(2E)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2. 6)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9,0 P R OFF 7)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at � �1 G I N E �/O 2-0-12 from the left end to 6-0-12 to connect truss(es)to front face of bottom chord. F 8)Fill all nail holes where hanger is in contact with lumber. � 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 89200 P E LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Lw Vert:1-3=-64,4-5=-20 /Z- - OREGON 41/ G/p�'" '14,2°�P+� MERRIL'- RENEWAL DATE: 12-31-2023 June 26,2023 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. - Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply Riverside Homes_2466 R76962533 3364054 JA02 Jack-Open 1 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:54:14 2023 Page 1 I D:XyYittUPSBwVD6?U Pj612iyC?iZ-RfC?PsB70Hg3NSgPgnL8w3u ITXbGKW rCDoi7J4zJC?f -0-6-0 3-10-15 0-6-0 3-10-15 Scale:3/4"=1' 3 4.00 12 5 ci 2 1 / N �m 0 4 3x4 8-0-0 8-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL) -0.16 2-4 >562 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.49 Vert(CT) -0.33 2-4 >281 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code IRC2018/TP12014 Matrix-P Weight:17 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins. BOT CHORD 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical,2=0-5-8,4=Mechanical Max Horz 2=32(LC 12) Max Uplift 3=-30(LC 12) Max Gray 3=111(LC 1),2=244(LC 1),4=154(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)and C-C Exterior(2E)-0-6-0 to 2-6-0,Interior(1)2-6-0 to 3-10-3 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3. 6)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. ���� NGINEF�4 89200PE • OREGON 4.c./� G/.0 14,20�P+� MERRILL RENEWAL DATE: 12-31-2023 June 26,2023 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. - Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply Riverside Homes_2466 R76962534 3364054 JA03 Roof Special 1 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:54:15 2023 Page 1 I D:XyYittUPSBwVD6?U Pj612iyC?iZ-RfC?PsB70Hg3NSgPgnL8w3u ITXbGKW rCDoi7J4zJC?f 0-6-0 5-4-13 5-10-15 8-0-0 0-6-0 5-4-13 0-6-2 2-1-1 Scale=1:16.8 4x5 3x4= 4 4.00 12 oliti 10 9 N r-2-1 2 1NM in 1 ,Por r MIi ®0 8 3x4= 7 3x4= 3x4 116 5-4-13 8-0-0 I 5-4-13 2-7-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.02 2-8 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.21 Vert(CT) -0.04 2-8 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.14 Horz(CT) 0.00 7 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-SH Weight:31 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr except end verticals,and 2-0-0 oc purlins(6-0-0 max.):3-5. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 7=Mechanical,2=0-5-8 Max Horz 2=48(LC 34) Max Uplift 7=-66(LC 9),2=-39(LC 8) Max Gray 7=592(LC 1),2=438(LC 25) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-632/113,3-4=-567/154,4-7=-584/176 BOT CHORD 2-8=-166/542 WEBS 3-8=-336/159,4-8=-208/711 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)and C-C Exterior(2E)-0-6-0 to 2-6-0,Interior(1)2-6-0 to 5-6-9,Exterior(2E)5-6-9 to 8-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. �Q� PRO 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. FFs 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �� G I N E R ^ will fit between the bottom chord and any other members. �1 F O2 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7,2. 89200 P E �c 8)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)379 lb down and 205 lb up at ��w . • ' .• 5-11-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. .. c4-- -'7 A_OREGON 41/ LOAD CASE(S) Standard L� 4i �Ntx 11� 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Q 1 14,2 Pr Uniform Loads(plf) /� Vert:1-3=-64,3-4=-64,4-5=-64,2-6=-20 ERR 1 L\— Concentrated Loads(Ib) Vert:11=-330 RENEWAL DATE: 12-31-2023 June 26,2023 -- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. - Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply Riverside Homes_2466 R76962535 3364054 JA04 Jack-Open 1 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:54:15 2023 Page 1 I D:XyYittUPSBwVD6?U Pj612iyC?iZ-RfC?PsB70Hg3NSgPgnL8w3u ITXbGKW rCDoi7J4zJC?f -0-6-0 7-10-15 0-6-0 7-10-15 Scale=1:18.2 3 < 4.00 12 6 5 2 Io .'� 4 3x4 8-0-0 8-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.65 Vert(LL) -0.12 2-4 >755 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.42 Vert(CT) -0.27 2-4 >342 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code IRC2018/TP12014 Matrix-SH Weight:23 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical,2=0-5-8,4=Mechanical Max Horz 2=61(LC 12) Max Uplift 3=-48(LC 12),2=-12(LC 8) Max Gray 3=221(LC 1),2=370(LC 1),4=142(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)and C-C Exterior(2E)-0-6-0 to 2-6-0,Interior(1)2-6-0 to 7-10-3 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. 6)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. PROFFS NGINEFR s/„� 89200PE _Apo,�r OREGON t G/Q M Y14, 2O ERRILL RENEWAL DATE: 12-31-2023 June 26,2023 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply Riverside Homes_2466 R76962536 3364054 JA05 Jack-Open 1 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:54:16 2023 Page 1 I D:XyYittUPSBwVD6?U Pj612iyC?iZ-RfC?PsB70Hg3NSgPgnL8w3u ITXbGKW rCDoi7J4zJC?f -0-6-0 8-0-0 9-10-15 0-6-0 8-0-0 1-10-15 Scale=1:21.5 4 , 3 4.00 12 7 - o h.' m � 6 2 1 3x4= 5 8-0-0 8-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.69 Vert(LL) -0.13 2-5 >704 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.44 Vert(CT) -0.28 2-5 >328 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-SH Weight:26 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except(jt=length)2=0-5-8,3=0-1-8. (Ib)- Max Horz 2=75(LC 12) Max Uplift All uplift 100 lb or less at joint(s)4,2,3 Max Gray All reactions 250 lb or less at joint(s)4,5 except 2=376(LC 1),3=283(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)and C-C Exterior(2E)-0-6-0 to 2-6-0,Interior(1)2-6-0 to 9-10-3 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,2,3. 7)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. 8)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and P ROFF referenced standard ANSI/TPI 1. � X GINet,s�O 89200PE,1411111"•.0 OREGON �4 /0 14 2°�P+� ERRIL� RENEWAL DATE: 12-31-2023 June 26,2023 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. - Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply Riverside Homes_2466 R76962537 3364054 JA06 Jack-Closed Girder 1 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:54:17 2023 Page 1 I D:XyYittUPSBwVD6?U Pj612iyC?iZ-RfC?PsB70Hg3NSgPgnL8w3u ITXbGKW rCDoi7J4zJC?f 4-9-14 8-0-0 11-3-7 4-9-14 3-2-3 3-3-7 4 Scale=1:25.9 J. IM a 0 4.00 12 2x4 II 3 3x10 a 2 ,0 M O 7 8 111 r of 1I 11 I 11 = 7 9 10 11 6 MUS26 LUS24 3x10 MUS26 4x6=5 3x4 4-9-14 8-0-0 11-3-7 4-9-14 3-2-3 3-3-7 Plate Offsets(X,Y)-- [6:0-1-12,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.05 1-7 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.52 Vert(CT) -0.08 1-7 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.37 Horz(CT) -0.01 4 n/a n/a BCDL 10.0 Code IRC2018/TP12014 Matrix-SH Weight:42 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 4-5-12 oc purlins, BOT CHORD 2x6 DF 2400F 2.0E except end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=0-5-8,4=Mechanical,6=Mechanical Max Horz 1=88(LC 9) Max Uplift 4=-26(LC 29) Max Gray 1=1275(LC 1),4=84(LC 1),6=1488(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1933/0 BOT CHORD 1-7=-10/1778,6-7=-10/1778 WEBS 2-7=0/1476,2-6=-2069/22 NOTES- 1)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)and C-C Exterior(2E)0-2-12 to 3-2-12,Interior(1)3-2-12 to 11-2-11 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live oad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ���� P ROFFS will fit between the bottom chord and anyother members. 4)Refer to girder(s)for truss to truss connections. �' 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4. ���� NG]N EFR �e* 6)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and "7 referenced standard ANSI/TPI 1. Q 89200PE 7)Use Simpson Strong-Tie MUS26(6-10d Girder,4-10d Truss,Single Ply Girder)or equivalent spaced at 4-0-0 oc max.starting at 2-0-12 from the left end to 6-0-12 to connect truss(es)to back face of bottom chord. 8)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent at 4-0-12 from the left end to connect i truss(es)to back face of bottom chord. -VA f , AilliP 9)Fill all nail holes where hanger is in contact with lumber. 1111 A-- 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). -9 A_OREGON LOAD CASE(S) Standard /6 `/-,y 1 4 2.0� P 1ry 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) MER R I U� Vert:1-3=-64,3-4=-64,1-5=-20 Concentrated Loads(Ib) Vert:9=-775(B)10=-472(B)11=-741(B) RENEWAL DATE: 12-31-2023 June 26,2023 -- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. - Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply Riverside Homes_2466 R76962538 3364054 JB01 Jack-Partial Girder 1 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:54:17 2023 Page 1 I D:XyYittUPSBwVD6?U Pj612iyC?iZ-RfC?PsB70Hg3NSgPgnL8w3u ITXbGKW rCDoi7J4zJC?f -0-6-0 0-11-8 1-10-15 0-6-0 0-11-8 0-11-8 Speci I Scale=1:8.7 3 4.00 112 • 2 1 5 4 LUS24 3x4= 4-0-0 4-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) 1/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.04 Vert(LL) -0.01 2-4 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.16 Vert(CT) -0.02 2-4 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-P Weight:9 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 2=0-5-8,4=Mechanical,3=Mechanical Max Horz 2=18(LC 12) Max Uplift 3=-26(LC 12) Max Gray 2=138(LC 1),4=78(LC 3),3=82(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)and C-C Exterior(2E)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3. 6)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent at 2-0-12 from the left end to connect P ROFF truss(es)to back face of bottom chord. ` G I N E 6-) 8)Fill all nail holes where hanger is in contact with lumber. \ N F 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)27 lb down and 31 lb up at 1-10-13 on top chord. The design/selection of such connection device(s)is the responsibility of others. 89200PE 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 lA Uniform Loads(plf) r� Vert:1-3=-64,2-4=-20 9 OREGON Concentrated Loads(Ib) �NI)` � Vert:3=-27(B) Q Y14,2 + MERRIL\- 6P RENEWAL DATE: 12-31-2023 June 26,2023 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. M� Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply Riverside Homes_2466 R76962539 3364054 JB02 Roof Special Girder 1 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:54:18 2023 Page 1 I D:XyYittUPSBwVD6?U Pj612iyC?iZ-RfC?PsB70Hg3NSgPgnL8w3u ITXbGKW rCDoi7J4zJC?f 2-11-5 3-5-7 4-0-0 2-11-5 0-6-2 0-6-9 5x10= Scale=1:11.0 4.00 112 2 '-� IrirWall n' 1 TWAIN'2r Y C i ri 1 7 6 5 MUS26 6x8= 3x4 ,/ 3x4= 4 2-11-5 4-0-0 2-11-5 1-0-11 Plate Offsets(X,Y)-- [2:0-7-4,0-1-8],[6:0-3-8,0-4-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) -0.01 1-6 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.28 Vert(CT) -0.01 1-6 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.10 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code IRC2018/TP12014 Matrix-P Weight:18 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, BOT CHORD 2x6 DF No.2 except end verticals,and 2-0-0 oc purlins:2-3. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=0-5-8,5=Mechanical Max Horz 1=27(LC 11) Max Gray 1=377(LC 1),5=516(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-458/0,2-5=-635/31 BOT CHORD 1-6=-13/409,5-6=-55/253 WEBS 2-6=0/500 NOTES- 1)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)and C-C Exterior(2E)0-2-12 to 4-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �� D P R Fs will fit between the bottom chord and any other members. F 5)Refer to girder(s)for truss to truss connections. ��' G I N E. R �'/ 6)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and N - �� referenced standard ANSI/TPI 1. 7)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Q gg200 P E 8)Use Simpson Strong-Tie MUS26(6-10d Girder,4-10d Truss,Single Ply Girder)or equivalent at 2-0-12 from the left end to connect truss(es)to front face of bottom chord. 9)Fill all nail holes where hanger is in contact with lumber. I j�-- 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated Ioad(s)104 lb down and 84 lb up at C' 3-3-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 111 C4-- 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). -9 O R EG O N41/ tx LOAD CASE(S) Standard /0�4�'14,2�1 P+� 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) MER R I U� Vert:1-2=-64,2-3=-64,1-4=-20 Concentrated Loads(Ib) Vert:2=-1047=-472(F) RENEWAL DATE: 12-31-2023 June 26,2023 -- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. - Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply Riverside Homes_2466 R76962540 3364054 JC01 Jack-Open Girder 2 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:54:19 2023 Page 1 I D:XyYittUPSBwVD6?U Pj612iyC?iZ-RfC?PsB70Hg3NSgPgnL8w3u ITXbGKW rCDoi7J4zJC?f -0-6-0 1-10-15 0-6-0 1-10-15 Speci I Scale=1:8.7 3 4.00 112 • 2 1 5 4 LUS24 3x4= 4-0-0 4-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) 1/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.04 Vert(LL) -0.01 2-4 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.16 Vert(CT) -0.02 2-4 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-P Weight:9 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical,2=0-5-8,4=Mechanical Max Horz 2=18(LC 12) Max Uplift 3=-26(LC 12) Max Gray 3=82(LC 1),2=138(LC 1),4=78(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)and C-C Exterior(2E)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3. 6)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent at 2-0-12 from the left end to connect QED P ROF�c truss(es)to back face of bottom chord. G I N E -s/ 8)Fill all nail holes where hanger is in contact with lumber. \ N F nA 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)27 lb down and 31 lb up at 1-10-13 on top chord. The design/selection of such connection device(s)is the responsibility of others. 89200 PE 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). I.►•• LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 + Uniform Loads(plf) r Vert:1-3=-64,2-4=-20 y OREGON Concentrated Loads(Ib) Z- 2! oNbt Vert:3=-27(B) Q Y14,2 + MERRI0- 6P RENEWAL DATE: 12-31-2023 June 26,2023 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply Riverside Homes_2466 R76962541 3364054 JCO2 Jack-Open 2 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:54:20 2023 Page 1 I D:XyYittUPSBwVD6?U Pj612iyC?iZ-RfC?PsB70Hg3NSgPgnL8w3u ITXbGKW rCDoi7J4zJC?f -0-6-0 3-10-15 0-6-0 3-10-15 Scale=1:11.8 3 4.00 12 5 2 1 / o 4 3x4= 4-0-0 4-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) 1/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL) -0.01 2-4 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.13 Vert(CT) -0.02 2-4 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-P Weight:12 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical,2=0-5-8,4=Mechanical Max Horz 2=32(LC 12) Max Uplift 3=-30(LC 12),2=-14(LC 8) Max Gray 3=111(LC 1),2=204(LC 1),4=74(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)and C-C Exterior(2E)-0-6-0 to 2-6-0,Interior(1)2-6-0 to 3-10-3 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. 6)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. _01\0 P R OFFss LNGINE'R /o2 89200PE y OREGON 4.c/� G/.0 14,2°�P+� MER A U'- RENEWAL DATE: 12-31-2023 June 26,2023 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. - Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply Riverside Homes_2466 R76962542 3364054 JC03 Jack-Open 1 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:54:20 2023 Page 1 I D:XyYittUPSBwVD6?U Pj612iyC?iZ-RfC?PsB70Hg3NSgPgnL8w3u ITXbGKW rCDoi7J4zJC?f 060 4-0-0 5-9-3 0-6-0 4-0-0 1-9-3 Scale=1:15.0 4 4.00 12 3 7 u? 6 2 1 )7\ 3x4= 4-0-0 4-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.01 2-5 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.13 Vert(CT) -0.02 2-5 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-P Weight:14 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except(jt=length)2=0-5-8,3=0-1-8. (Ib)- Max Horz 2=45(LC 12) Max Uplift All uplift 100 lb or less at joint(s)4,2,3 Max Gray All reactions 250 lb or less at joint(s)4,2,5,3 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)and C-C Exterior(2E)-0-6-0 to 2-6-0,Interior(1)2-6-0 to 5-8-7 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,2,3. 7)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. 8)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and ��� P R OF6- referenced standard ANSI/TPI 1. \�tJG(N `R s0 89200PE y OREGON 4.c// /0�' y14,2°�P+� MERRILL RENEWAL DATE: 12-31-2023 June 26,2023 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. - Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply Riverside Homes_2466 R76962543 3364054 JD01 Jack-Partial Girder 1 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:54:21 2023 Page 1 I D:XyYittUPSBwVD6?U Pj612iyC?iZ-RfC?PsB70Hg3NSgPgnL8w3u ITXbGKW rCDoi7J4zJC?f -0-6-0 0-11-8 1-10-15 0-6-0 0-11-8 0-11-8 Scale=1:10.6 4.00 12 3 2 1 3x4= 5LUS24 6LUS24 4 5-0-0 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.04 Vert(LL) -0.03 2-4 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.27 Vert(CT) -0.06 2-4 >960 180 BCLL 0.0 * Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code IRC2018/TP12014 Matrix-P Weight:10 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 2=0-3-8,4=Mechanical,3=Mechanical Max Horz 2=19(LC 8) Max Uplift 3=-14(LC 12) Max Gray 2=148(LC 1),4=100(LC 3),3=55(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)and C-C Exterior(2E)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3. 6)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at QED PR OFec 2-0-12 from the left end to 4-0-12 to connect truss(es)to back face of bottom chord. s/�� 8)Fill all nail holes where hanger is in contact with lumber. \ tb F 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 89200PE 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(3 ) Vert:1-3=-64,2-4=-20 41111 Concentrated Loads(Ib) � Vert:6=-1(B) y OREGON41/ /ig/6 y1420� + MERRILL RENEWAL DATE: 12-31-2023 June 26,2023 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. - Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply Riverside Homes_2466 R76962544 3364054 JDO2 Roof Special 2 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:54:22 2023 Page 1 I D:XyYittUPSBwVD6?U Pj612iyC?iZ-RfC?PsB70Hg3NSgPgnL8w3u ITXbGKW rCDoi7J4zJC?f -0-6-0 3-4-13 3-10-15 5-0-0 0-6-0 3-4-13 0-6-2 1-1-1 Scale=1:11.8 4x5 3x4= iiiiiii011111114.00 3 4 12 9 10 w 5 q v rM t-2-t-t 1 �� _. .1 ! i.: =3x4= 8 7 3x4= 3x4 11 6 3-4-13 5-0-0 3-4-13 1-7-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) -0.00 2-8 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.07 Vert(CT) -0.01 2-8 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 7 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-P Weight:19 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr except end verticals,and 2-0-0 oc purlins:3-5. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 7=Mechanical,2=0-3-8 Max Horz 2=29(LC 34) Max Uplift 7=-43(LC 9),2=-26(LC 8) Max Gray 7=362(LC 1),2=263(LC 25) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-289/48,3-4=-274/86,4-7=-347/124 BOT CHORD 2-8=-78/250 WEBS 4-8=-107/356 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)and C-C Exterior(2E)-0-6-0 to 2-6-0,Interior(1)2-6-0 to 3-6-9,Exterior(2E)3-6-9 to 5-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. �Q� PRO 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. FFs 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �� G I N E R ^ will fit between the bottom chord and any other members. �1 F O2 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7,2. 89200 P E �c 8)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)199 lb down and 106 lb up at „w V425.--' • re` ---- 3-11-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. �.. c4-- -'7 A_OREGON 41/ LOAD CASE(S) Standard L� 4i �Ntx 11� 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 0 1 1 4,2 Pr Uniform Loads(plf) /� Vert:1-3=-64,3-4=-64,4-5=-64,2-6=-20 ERR 1 L\— Concentrated Loads(Ib) Vert:10=-175 RENEWAL DATE: 12-31-2023 June 26,2023 -- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. - Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply Riverside Homes_2466 R76962545 3364054 JDO3 Jack-Partial Girder 1 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:54:23 2023 Page 1 I D:XyYittUPSBwVD6?U Pj612iyC?iZ-RfC?PsB70Hg3NSgPgnL8w3u ITXbGKW rCDoi7J4zJC?f -0-6-0 0-11-8 1-10-15 0-6-0 0-11-8 0-11-8 Scale=1:10.6 4.00 12 3 2 1 3x4= 5LUS24 6LUS24 4 5-0-0 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.04 Vert(LL) -0.03 2-4 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.27 Vert(CT) -0.06 2-4 >960 180 BCLL 0.0 * Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-P Weight:10 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 2=0-3-8,4=Mechanical,3=Mechanical Max Horz 2=19(LC 8) Max Uplift 3=-14(LC 12) Max Gray 2=148(LC 1),4=100(LC 3),3=55(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)and C-C Exterior(2E)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3. 6)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent at 2-0-12 from the left end to connect 9 \J PR OF&0 truss(es)to front face of bottom chord. <C 8)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent at 4-0-12 from the left end to connect � LNG I N EF,4 s/0 truss(es)to front face of bottom chord,skewed 0.0 deg.to the left,sloping 0.0 deg.down. 9)Fill all nail holes where hanger is in contact with lumber. 892 00 P E 10) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard �/� 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 �� �.' Uniform Loads(plf) t� Vert:1-3=-64,2-4=-20 9 OREGON Concentrated Loads(Ib) Vert:6=-1(F) Q )' 14, 20 MERRI0- RENEWAL DATE: 12-31-2023 June 26,2023 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. - Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply Riverside Homes_2466 R76962546 3364054 SA01 Jack-Open 1 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:54:24 2023 Page 1 I D:XyYittUPSBwVD6?U Pj612iyC?iZ-RfC?PsB70Hg3NSgPgnL8w3u ITXbGKW rCDoi7J4zJC?f -0-6-0 1-10-15 0-6-0 1-10-15 Scale=1:8.5 3 4.00 12 2 1 .111 4 3x4= zoo 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.03 Vert(LL) -0.00 2 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.03 Vert(CT) -0.00 2-4 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-P Weight:6 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical,2=0-5-8,4=Mechanical Max Horz 2=18(LC 12) Max Uplift 3=-16(LC 12),2=-12(LC 8) Max Gray 3=54(LC 1),2=119(LC 1),4=39(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)and C-C Exterior(2E)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. 6)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. PRO FFss /,cc- 89200PE O'EGON G'D 14,20—i- MERRIL\- Se RENEWAL DATE: 12-31-2023 June 26,2023 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. - Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply Riverside Homes_2466 R76962547 3364054 SA02 Jack-Open 1 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:54:24 2023 Page 1 I D:XyYittUPSBwVD6?U Pj612iyC?iZ-RfC?PsB70Hg3NSgPgnL8w3u ITXbGKW rCDoi7J4zJC?f -0-6-0 2-0-0 3-10-15 0-6-0 2-0-0 1-10-15 Scale:1"=1' 3 4.00 12 5 2 1 3x4= 4 2-0-0 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.00 2 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.03 Vert(CT) -0.00 2-4 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-P Weight:9 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical,2=0-5-8,4=Mechanical Max Horz 2=32(LC 12) Max Uplift 3=-31(LC 12),2=-21(LC 8) Max Gray 3=119(LC 1),2=179(LC 1),4=39(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)and C-C Exterior(2E)-0-6-0 to 2-6-0,Interior(1)2-6-0 to 3-10-3 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. 6)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. •\��Ep PRoFFss �NG)NEF'4 /e cc- 89200PE /igOREGON k� D G/6 gy14 20�P MERRILL RENEWAL DATE: 12-31-2023 June 26,2023 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. - Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply Riverside Homes_2466 R76962548 3364054 SA03 Jack-Open 1 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:54:25 2023 Page 1 I D:XyYittUPSBwVD6?U Pj612iyC?iZ-RfC?PsB70Hg3NSgPgnL8w3u ITXbGKW rCDoi7J4zJC?f -0-6-0 2-0-0 5-10-15 0-6-0 2-0-0 3-10-15 Scale=1:15.4 3 II 4.00 I12 6 0 6 5 r. N N 2 1 Pdji 3x4= 4 2-0-0 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.43 Vert(LL) -0.00 2 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.03 Vert(CT) -0.00 2-4 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-P Weight:12 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical,2=0-5-8,4=Mechanical Max Horz 2=46(LC 12) Max Uplift 3=-47(LC 12),2=-32(LC 8) Max Gray 3=184(LC 1),2=242(LC 1),4=39(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)and C-C Exterior(2E)-0-6-0 to 2-6-0,Interior(1)2-6-0 to 5-10-3 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. 6)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. p P R OFFS � NGINEFR6>„ 9 kc- 89200PE c _Apo,er — OREGON ,c ' DMy14 2N�P+� RR10- RENEWAL DATE: 12-31-2023 June 26,2023 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,notMI a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply Riverside Homes_2466 R76962549 3364054 SB01 Jack-Open 1 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:54:25 2023 Page 1 I D:XyYittUPSBwVD6?U Pj612iyC?iZ-RfC?PsB70Hg3NSgPgnL8w3u ITXbGKW rCDoi7J4zJC?f -0-6-0 1-10-15 0-6-0 1-10-15 Scale=1:8.5 3 4.00 12 2 1 4 3x4= zoo 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.03 Vert(LL) -0.00 2 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.03 Vert(CT) -0.00 2-4 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-P Weight:6 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical,2=0-5-8,4=Mechanical Max Horz 2=18(LC 12) Max Uplift 3=-16(LC 12),2=-12(LC 8) Max Gray 3=54(LC 1),2=119(LC 1),4=39(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)and C-C Exterior(2E)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. 6)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. nEp PRO/ c��� �NGINEF9 s/(1* 89200PE / /1gOREGON '0 4)/14,2° ERRIL'- RENEWAL DATE: 12-31-2023 June 26,2023 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. - Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply Riverside Homes_2466 R76962550 3364054 SCO1 Jack-Open 1 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:54:26 2023 Page 1 I D:XyYittUPSBwVD6?U Pj612iyC?iZ-RfC?PsB70Hg3NSgPgnL8w3u ITXbGKW rCDoi7J4zJC?f -0-6-0 1-10-15 0-6-0 1-10-15 Scale=1:8.5 3 4.00 12 2 1 .111 4 3x4= zoo 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.03 Vert(LL) -0.00 2 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.03 Vert(CT) -0.00 2-4 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-P Weight:6 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical,2=0-5-8,4=Mechanical Max Horz 2=18(LC 12) Max Uplift 3=-16(LC 12),2=-12(LC 8) Max Gray 3=54(LC 1),2=119(LC 1),4=39(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)and C-C Exterior(2E)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. 6)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. P ROFFs ,\<<- Q 89200PE � r •L //gOREGON cc./ 4y14,2° MERRILL RENEWAL DATE: 12-31-2023 June 26,2023 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. - Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply Riverside Homes_2466 R76962551 3364054 SCO2 Jack-Open 1 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:54:27 2023 Page 1 I D:XyYittUPSBwVD6?U Pj612iyC?iZ-RfC?PsB70Hg3NSgPgnL8w3u ITXbGKW rCDoi7J4zJC?f 1-10-15 0- 1-10-15 -1- Scale=1:8.5 4.00 12 2 3 3x4= 1-10-15 0- 1-10-15 -1- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.04 Vert(LL) -0.00 1 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.03 Vert(CT) -0.00 1-3 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-P Weight:6 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=0-5-8,3=Mechanical,2=Mechanical Max Horz 1=18(LC 8) Max Uplift 2=-16(LC 8) Max Gray 1=79(LC 1),3=39(LC 3),2=59(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)and C-C Exterior(2E)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2. 6)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. PRO FFss /�2 Q 89200PE OREGON 4</Z. G/.0 14,2°�P+� MERRIL'- RENEWAL DATE: 12-31-2023 June 26,2023 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. - Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply Riverside Homes_2466 R76962552 3364054 SD01 Jack-Open 2 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:54:27 2023 Page 1 I D:XyYittUPSBwVD6?U Pj612iyC?iZ-RfC?PsB70Hg3NSgPgnL8w3u ITXbGKW rCDoi7J4zJC?f -0-6-0 1-10-15 0-6-0 1-10-15 Scale=1:7.6 3 4.00 112 1 2 c, 0 pg 4 3x4= U 2-0-0 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.03 Vert(LL) -0.00 2 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.03 Vert(CT) -0.00 2-4 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-P Weight:6 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical,2=0-3-8,4=Mechanical Max Horz 2=19(LC 8) Max Uplift 3=-14(LC 12),2=-13(LC 8) Max Gray 3=55(LC 1),2=118(LC 1),4=39(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)and C-C Exterior(2E)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. 6)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. eckEpPRQp NGINEFR s/„� 89200PE OREGON t G/Q M Y14, 2O ERRILL RENEWAL DATE: 12-31-2023 June 26,2023 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply Riverside Homes_2466 R76962553 3364054 SD02 Jack-Open 2 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:54:28 2023 Page 1 I D:XyYittUPSBwVD6?U Pj612iyC?iZ-RfC?PsB70Hg3NSgPgnL8w3u ITXbGKW rCDoi7J4zJC?f -0-6-0 2-0-0 3-10-15 0-6-0 2-0-0 1-10-15 Scale=1:11.1 3 4.00 12 / vo 5 2 3x4= 4 2-0-0 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.00 2 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.03 Vert(CT) -0.00 2-4 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-P Weight:9 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical,2=0-3-8,4=Mechanical Max Horz 2=33(LC 8) Max Uplift 3=-30(LC 12),2=-22(LC 8) Max Gray 3=120(LC 1),2=178(LC 1),4=39(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)and C-C Exterior(2E)-0-6-0 to 2-6-0,Interior(1)2-6-0 to 3-10-3 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. 6)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. �r,Ep PR OFec, u <c��� �NGINEF9 s/(-11* 89200PE,1411111"•.0 OREGON �� <0 14 2°� � ERRIL� RENEWAL DATE: 12-31-2023 June 26,2023 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. - Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 (On co z Co D � v+ v V/ 6. . 1_ r.,•' v T IN ■ y m y 4..< f i _, Mil mIII ' a"c . Q 0 ° CD D Co -m a n co Oo� 3 o m ••0- � oZ as m w m Dpo 0 Zn v= Da _• m = '2�Ln p � 3c O � � D° Way CD co � 3m�a � A ' D DZ*Wo3n� �' �a _ c. .pa) 5x I- (D O 3= D < N (� n GaOIT) a a SU D N'N O O CD 0 c . 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R 7'o 0.0- 0 � g 0 ? m(o 3 (n /-h< o m C)m o '� o m m °- oO m 3 rn a 0 o (D \V 0 a can 5m m o* 0o R 0� m 0 m ON co 3' 3 ° o o o � o ° 3 00 00 ° 00 a 0 o m5 0 0- o_ Qm < 3 • co' -1 rh c oa c -0 vi 0- 0 _ a a 0 6a> m7- 9 0T C) O rn N N O ° m (D Oa < O2, Cn -(3 Crm 0 0 C a c o 3 0 (D Z m 1 `G O rh CD 0 Jurisdiction Stamp TRIANGLE SHAPE A. INDICATES LEFT END ON LAYOUT AND TRUSS DRAWING ON STAMPED ENGINEERING PAGE Iy 27-00-00 y ftlibm.7 O ` A01 — O � <• I 1608 — 11. < IliZt ` 0O in N ` - a Z V U (1 M ) < — t` C)f 1 on n a M (0 U IX Garage Right Q CU � 0 L C < (I) Cr) a) (6 N -0 W CD WC Q Use LUS24 Hangers UNO < m V o ` N D 0 co � Q Co 0 w W < Q co .. N z M o N , I- 0 < L o ? � o o 0 < — 00 LLco lx U c < 0 C LLa c W ` Ao2D_ Drag truss, 125 PLF 0 J E ` A02 - -- Ce m U 0) 0) O2 oU � < A02 = O 0).— ` A03 y'Qe2 H LL Ce O i Cr) a OJ 0 (ON- ` A04 ZQ CCf) 0) (a ` A05 J ce C O U .0 i •YA, \ • Ce O O ctA06 ��^ �ti � a • Cn � / •� y 97 0601 aL -0 m V = o 1 A 03 H () (C t C §BO N co o M a) O <— oo ^CO2 N `02 V > Q > t ram =7'4 CO I— > >O 0 CO > Z" co $A01 O U > CO CD 2 O 1i 00 < Iw sco '' ,P sco Z m TC LL = 25 S o 0 CO 0 _, _� vM yN 2 0�� 00 v O O O O O O 2-00-00Cl 2 O cn TC DL = 7 1-0u-00 � 0 BC LL = 0 0 41ISDo� j 5D02 0 I ^^�// o o O in THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. -r n = cu O C0) BC DL = 10 Its �� D01 �i These trusses are designed as individual building �tJJ.) (1) c components to be incorporated into the building design B_ 40 -0 Total Load = 42 --- \ \ at the specification of the building designer. See the (n '� CO _ ^I�^' �^'' individual design sheets for each truss design identified L Wind Speed = 120mph -- 0 . . . 4' L m o on the placement drawing. The buildingdesigner is CD 0 = l7 O responsible for temporary and permanent bracing of the U Exposure re B g roof and floor system and for the overall structure. The 1 1 •- N CO pStd Heel hei ht LL 8-06-00 design of the truss support structure including headers, , Roof pitch = 4/12 beams,walls,and columns is the responsibility of the 3-08-00 1 -10-00 11-06-00 building designer. For general guidance regarding F N Overhang = 6" bracing, consult "Bracing of wood trusses" available w U ut Heel height = 6" U.N.O. from the Truss Plate Institute, 583 D'Onifrio Drive; Madison,WI 53179 0 0 m n a Fa I MiTek USA, Inc. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Telephone 916-755-3571 Re: 3364072 Riverside Homes 2466 A,B,C Floor The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Builders FirstSource(Beaverton, OR). Pages or sheets covered by this seal: R76962589 thru R76962608 My license renewal date for the state of Oregon is December 31,2023. -\q P ROFFsS ,� NG�NEFR /�2 9 89200PE r OREGON 44/Q /0 My 14 20�P+� FRRI0- .1.� : ,�/�� � ; June 23,2023 Baxter,David IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s)identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only,and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. Job Truss Truss Type Qty Ply Riverside Homes_2466 A,B,C Floor R76962589 3364072 Al FLOOR SUPPORTED GABL 1 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:58:06 2023 Page 1 ID:1 uFPWvuMv0FMCDCUt17SRgyQCRH-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f FASTEN TRUSS TO BEARING FOR Scale=1:32.7 THE UPLIFT REACTION SHOWN WHILE PERMITTING NO UPWARD MOVEMENT OF THE BEARING. 3x10= 14x8= 2 3 4 5 6 7 8 9 10 11 12 13 14 1516 Fl o\ / &,8 23 2a 25 C 26 33 0 27 28 29 30 31 0 34 0 • 22 21 20 19 18 17 3x6 1I 6x8= 5x8= 5x8= 6x8= 2x6 II 19-9-0 19-9-0 Plate Offsets(X,Y)-- [18:0-3-0,0-3-0],[21:0-3-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.78 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.23 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.47 Horz(CT) -0.01 16 n/a n/a BCDL 5.0 Code IRC2018/TP12014 Matrix-SH Weight:93 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 4-6-6 oc purlins, BOT CHORD 2x4 DF No.l&Btr except end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 5-2-2 oc bracing. OTHERS 2x4 DF No.2 WEBS 1 Row at midpt 33-34 REACTIONS. All bearings 19-9-0. (Ib)- Max Horz 22=60(LC 5) Max Uplift All uplift 100 lb or less at joint(s)except 22=-2107(LC 4),17=-700(LC 7),16=-483(LC 5),21=-1941(LC 7),18=-1270(LC 4) Max Gray All reactions 250 lb or less at joint(s)except 22=2032(LC 7),17=818(LC 4),16=445(LC 6), 21=2231(LC 4),20=855(LC 1),19=877(LC 1),18=1157(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-22=-2008/2043,15-17=-780/692,1-2=-2048/2048,2-3=-1820/1820,3-4=-1497/1498, 4-5=-1204/1204,5-6=-910/911,6-7=-617/618,7-8=-289/290,8-9=-285/284, 9-10=-567/562,10-11=-855/855,11-12=-1148/1149,12-13=-1471/1471, 13-14=-1743/1773,14-15=-2205/2206 BOT CHORD 20-21=-1648/1647,19-20=-1427/1426,18-19=-1672/1701,17-18=-357/369 WEBS 21-32=-561/0,2-32=-543/0,20-33=-778/0,7-33=-870/0,19-34=-789/0,13-34=-806/0, 1-21=-2800/2817,15-18=-2477/2462 ``iikEp P R OFF NOTES- GJ' ` GINE ss/ 1)Unbalanced floor live loads have been considered for this design. \ !N F O 2)All plates are 1.5x4 MT20 unless otherwise indicated. (V� v * 3)Gable requires continuous bottom chord bearing. Q 89200PE f 4)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 5)Gable studs spaced at 1-4-0 oc. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 2107 lb uplift at joint 22,700 lb uplift at / joint 17,483 lb uplift at joint 16,1941 lb uplift at joint 21 and 1270 lb uplift at joint 18. �IIIiA 7)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and Q. referenced standard ANSI/TPI i. -9 A_OREGON41/ 8)This truss has been designed for a total drag load of 220 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag L� // y o N 11� loads along bottom chord from 0-0-0 to 19-9-0 for 220.0 plf. Q 14,2 Pr 9)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward E movement at the bearings.Building designer must provide for uplift reactions indicated. R R 1 L 10)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. RENEWAL DATE: 12-31-2023 June 23,2023 -- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. - Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply Riverside Homes_2466 A,B,C Floor R76962590 3364072 A2 FLOOR SUPPORTED GABL 1 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:58:07 2023 Page 1 ID:1 uFPWvuMv0FMCDCUt17SRgyQCRH-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f FASTEN TRUSS TO BEARING FOR Scale=1:28.6 THE UPLIFT REACTION SHOWN WHILE PERMITTING NO UPWARD MOVEMENT OF THE BEARING. 3x10= 4x8= 2 3 4 5 6 7 8 9 10 11 12 13 14 4 0 0 0 0 0 0 0 0 0 0 0 o o o ui Ge 20 21 22 ° 23 29 24 25 26 27 u e 19 18 17 16 15 3x6 II 6x8= 5x8= 3x10= 2x6 II 17-4-0 17-4-0 Plate Offsets(X,Y)-- [16:0-3-8,0-1-8],[18:0-3-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.20 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.41 Horz(CT) -0.01 14 n/a n/a BCDL 5.0 Code IRC2018/TP12014 Matrix-SH Weight:81 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 4-9-10 oc purlins, BOT CHORD 2x4 DF No.1&Btr except end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 5-8-3 oc bracing. OTHERS 2x4 DF No.2 REACTIONS. All bearings 17-4-0. (Ib)- Max Horz 19=-60(LC 6) Max Uplift All uplift 100 lb or less at joint(s)except 19=-1845(LC 4),15=-598(LC 5),14=-361(LC 7),18=-1661(LC 7),16=-838(LC 6) Max Gray All reactions 250 lb or less at joint(s)except 19=1757(LC 7),15=576(LC 6),14=396(LC 4), 18=1975(LC 4),17=777(LC 1),16=1205(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-19=-1742/1784,13-15=-562/582,1-2=-1780/1781,2-3=-1542/1542,3-4=-1219/1220, 4-5=-926/926,5-6=-633/633,6-7=-369/369,7-8=-269/269,8-9=-533/533, 9-10=-826/827,10-11=-1119/1120,11-12=-1442/1443,12-13=-1941/1942 BOT CHORD 18-19=-241/252,17-18=-1406/1405,16-17=-1407/1407,15-16=-436/429 WEBS 18-28=-607/0,2-28=-593/0,17-29=-707/0,7-29=-755/0,16-30=-543/0,12-30=-523/0, 1-18=-2432/2453,13-16=-2128/2135 NOTES- CFkED P ROFFS 1)Unbalanced floor live loads have been considered for this design. �� N G]N E 'j 2)All plates are 1.5x4 MT20 unless otherwise indicated. \ F �� R d 3)Gable requires continuous bottom chord bearing. 9 4)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). Q 89200 P E r 5)Gable studs spaced at 1-4-0 oc. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1845 lb uplift at joint 19,598 lb uplift at joint 15,361 lb uplift at joint 14,1661 lb uplift at joint 18 and 838 lb uplift at joint 16. 7)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and .o4 referenced standard ANSI/TPI 1. c4-- 8)This truss has been designed for a total drag load of 220 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag -7 A�"" � -£1O R EG O N loads along bottom chord from 0-0-0 to 17-4-0 for 220.0 plf. L7 'c. 9)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward 0 1,, y 1 4,2 PO�� 11r movement at the bearings.Building designer must provide for uplift reactions indicated. /V/ER R L`10)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. RENEWAL DATE: 12-31-2023 June 23,2023 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. - Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply Riverside Homes_2466 A,B,C Floor R76962591 3364072 A3 FLOOR SUPPORTED GABL 1 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:58:08 2023 Page 1 ID:1 uFPWvuMv0FMCDCUt17SRgyQCRH-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 3x6= Scale=1:11.6 1 2x4 II 21.5x4 II 31.5x4 II 41.5x4 II 5 6 v 13 11 12 — I m 14 0-. 9 0 1.5x4 II a 1.5x4 I I 1.5x4= 10 9 8 7 5x6= 3x6= 2x6 I I 6-0-4 6-0-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) 0.00 5 nil- 180 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.11 Vert(CT) 0.00 5 n/r 120 BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(CT) 0.00 9 n/a n/a BCDL 5.0 Code IRC2018/TPI2014 Matrix-SH Weight:29 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr except end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 DF No.2 REACTIONS. (size) 10=6-0-4,8=6-0-4,9=6-0-4 Max Horz 10=-60(LC 5) Max Uplift 8=-786(LC 7),9=-719(LC 6) Max Gray 10=201(LC 1),8=833(LC 4),9=882(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 5-8=-817/778,2-3=-502/476,3-4=-825/799,4-5=-1200/1175 BOT CHORD 9-10=-710/732,8-9=-407/405 WEBS 9-14=-341/0,4-14=-309/0,5-9=-1376/1409 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 786 lb uplift at joint 8 and 719 lb uplift at joint 9. �°3 P ROFF 6)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and `` ss referenced standard ANSI/TPI 1. ��� LNG N EF,9 �02 7)This truss has been designed for a total drag load of 220 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag ,9 loads along bottom chord from 0-0-0 to 6-0-4 for 220.0 plf. Q 89200PE c 8)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ,1411111"•.0 MP OREGON 4� L Y1420'/0 ERRIL\- RENEWAL DATE: 12-31-2023 June 23,2023 -- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. - Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply Riverside Homes_2466 A,B,C Floor R76962592 3364072 A4 FLOOR SUPPORTED GABL 1 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:58:09 2023 Page 1 ID:1 uFPWvuMv0FMCDCUt17SRgyQCRH-RfC?PsB70Hg3NSgPgnL8w3uITXbGKWrCDoi7J4zJC?f FASTEN TRUSS TO BEARING FOR THE UPLIFT REACTION SHOWN Scale=1:21.8 WHILE PERMITTING NO UPWARD MOVEMENT OF THE BEARING. 6x8= 1 3x10= 2 3 4 5 6 7 8 9 10 11 12 • \2\ • O O O O O O O O O O O O V O / • 5-1t8 6 18 19 20 21 24 22 23 5 I o - 0 0 0 17 16 15 14 13 3x6 I I 6x8= 5x8= 6x8= 2x6 I I 13-4-0 13-4-0 Plate Offsets(X,Y)-- [14:0-3-0,0-3-0],[16:0-3-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.48 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.17 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.36 Horz(CT) -0.01 12 n/a n/a BCDL 5.0 Code IRC2018/TP12014 Matrix-SH Weight:64 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 5-7-3 oc purlins, BOT CHORD 2x4 DF No.1&Btr except end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 DF No.2 REACTIONS. All bearings 13-4-0. (Ib)- Max Horz 17=-60(LC 4) Max Uplift All uplift 100 lb or less at joint(s)except 17=-1508(LC 4),13=-905(LC 7),12=-581(LC 7),16=-1303(LC 7),14=-1438(LC 6) Max Gray All reactions 250 lb or less at joint(s)except 17=1403(LC 7),13=913(LC 4),12=588(LC 4), 16=1661(LC 2),15=649(LC 1),14=1558(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-17=-1400/1449,11-13=-867/861,1-2=-1410/1437,2-3=-1184/1184,3-4=-861/862, 4-5=-568/568,5-6=-275/275,6-7=-283/283,7-8=-581/610,8-9=-903/874, 9-10=-1197/1168,10-11=-1405/1406 BOT CHORD 16-17=-280/263,15-16=-1094/1094,14-15=-1172/1084 WEBS 16-26=-660/0,2-26=-652/0,15-24=-590/0,7-24=-602/0,14-25=-254/61, 1-16=-1958/1982,11-14=-2047/2047 NOTES- ��ED PROFe- 1)Unbalanced floor live loads have been considered for this design. G P N E s/ 2)All plates are 1.5x4 MT20 unless otherwise indicated. �� n N F �2 3)Gable requires continuous bottom chord bearing. ,9 4)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4.‹--- 89200PE r 5)Gable studs spaced at 1-4-0 oc. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1508 lb uplift at joint 17,905 lb uplift at joint 13,581 lb uplift at joint 12,1303 lb uplift at joint 16 and 1438 lb uplift at joint 14. L� 7)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and t_ � • ...— referenced standard ANSI/TPI 1. ill Q-- 8)This truss has been designed for a total drag load of 220 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag -y AA"_OREGON41/ loads along bottom chord from 0-0-0 to 13-4-0 for 220.0 plf. li t "`/q O\W 11� 9)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward Q 1,, y 14,2 Pr movement at the bearings.Building designer must provide for uplift reactions indicated. /V/ER R L` 10)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. RENEWAL DATE: 12-31-2023 June 23,2023 -- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. - Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply Riverside Homes_2466 A,B,C Floor R76962593 3364072 A5 FLOOR SUPPORTED GABL 2 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:58:10 2023 Page 1 ID:1 uFPWvuMv0FMCDCUt17SRgyQCRH-RfC?PsB70Hg3NSgPgnL8w3uITXbGKWrCDoi7J4zJC?f PROVIDE CONNECTION OF TRUSS TO BEARING PLATE AT JOINT 30 CAPABLE OF WITHSTANDING 2846 LBS UPLIFT Scale=1:45.5 REACTION DUE TO GRAVITY LOADING APPLIED TO THE TRUSS.IT IS THE RESPONSIBILITY OF THE PROJECT ARCHITECT/ENGINEER TO DESIGN THE CONNECTION OF THE TRUSS TO THE BEARING PLATE,PROVIDE AND DESIGN CONNECTION SYSTEM FOR A CONTINUOUS LOAD PATH FROM THE TRUSS TO THE FOUNDATION,AND DESIGN FOOTING/FOUNDATION TO RESIST SUCH UPLIFT.FAILURE TO DO SO WILL VOID THIS CONSTRUCTION. 5x8= 3x6= 6x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 NI- I] @ @ @ @ @ @ @ @ 1-8 4 036 37 3p o I 46 30 40 41 4,I 44 o I 47 43 a 48 30 29 28 27 26 25 24 23 3x10 M18AHS I I 5x8= 5x8= 3x6= 5x8= 6x8= 2x6 I I 6x12= 26-4-4 26-4-4 Plate Offsets(X,Y)-- [24:0-3-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.59 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.31 Vert(CT) n/a - n/a 999 M18AHS 169/162 BCLL 0.0 Rep Stress Incr NO WB 0.63 Horz(CT) -0.02 22 n/a n/a BCDL 5.0 Code IRC2018/TP12014 Matrix-SH Weight:123 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 3-10-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr except end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 4-4-12 oc bracing. OTHERS 2x4 DF No.2 REACTIONS. All bearings 26-4-4. (Ib)- Max Horz 30=60(LC 5) Max Uplift All uplift 100 lb or less at joint(s)except 30=-2846(LC 4),23=-992(LC 7),29=-2656(LC 7), 24=-1609(LC 6),22=-627(LC 5) Max Gray All reactions 250 lb or less at joint(s)except 30=2754(LC 7),23=1076(LC 4),29=2978(LC 4),28=747(LC 1),27=753(LC 1),25=591(LC 1),24=1682(LC 5),22=607(LC 6) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-30=-2719/2763,21-23=-1035/975,1-2=-2771/2771,2-3=-2582/2582,3-4=-2259/2259, 4-5=-1966/1966,5-6=-1672/1673,6-7=-1408/1409,7-8=-1053/1053,8-9=-730/730, 9-10=-437/437,11-13=-414/414,13-14=-784/784,14-15=-1048/1048,15-16=-1341/1341, 16-17=-1634/1635,17-18=-1957/1957,18-19=-2234/2264,19-20=-2557/2557, 20-21=-2935/2935 BOT CHORD 28-29=-2279/2279,27-28=-961/961,25-27=-1790/1790,24-25=-2345/2344, 23-24=-311/318 WEBS 29-44=-621/0,2-44=-609/0,28-45=-679/0,7-45=-715/0,27-46=-684/0,13-46=-723/0, QED P ROFF 25-47=-535/0,18-47=-543/0,1-29=-3791/3813,21-24=-3293/3284,43-47=-272/272, '`� s($' 43-48=-272/272 �1G N EFR /O7i NOTES- <� 89200PE 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)All plates are 1.5x4 MT20 unless otherwise indicated. / 4)The Fabrication Tolerance at joint 26=20%,joint 12=20% - ' f r - 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 0 OREGON �� 7)Gable studs spaced at 1-4-0 oc. '� 1 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 2846 lb uplift at joint 30,992 lb uplift at GHQ p4. "14,20 P,r� joint 23, 56 lb uplift t oint 29, 09 b uplift at nt 24 and 627 lb uplift at joint 22. 9)This truss 6is designed ainlac accordance with h the 20181Inte national Residential Code sections R502.11.1 and R802.10.2 and MER R I l-` referenced standard ANSI/TPI 1. 10)This truss has been designed for a total drag load of 220 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 26-4-4 for 220.0 plf. RENEWAL DATE: 12-31-2023 ii)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward June 23,2023 movement at the bearings.Building designer must provide for uplift reactions indicated. 6 Continuari _r__�__n_n nab_ A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,notMI a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply Riverside Homes_2466 A,B,C Floor R76962593 3364072 A5 FLOOR SUPPORTED GABL 2 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:58:10 2023 Page 2 ID:1 uFPWvuMv0FMCDCUt17SRgyQCRH-RfC?PsB70Hg3NSgPgnL8w3uITXbGKWrCDoi7J4zJC?f NOTES- 12)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not '• a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply Riverside Homes_2466 A,B,C Floor R76962594 3364072 A6 FLOOR SUPPORTED GABL 1 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:58:11 2023 Page 1 ID:1 uFPWvuMv0FMCDCUt17SRgyQCRH-RfC?PsB70Hg3NSgPgnL8w3uITXbGKWrCDoi7J4zJC?f 3x4 I 1 2x6 I 2 3 Scale=1:10.3 -\0\E� PROFFs61 �NGINEFR /O� 89200PE 0-1-8 8 y OREGON �Q G/0 M y 14 20� 6 5 4 FRRIO- 5x6= 5x8= RENEWAL DATE: 12-31-2023 2-0-0 2-0-0 Plate Offsets(X,Y)-- [5:Edge,0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.22 Vert(LL) 0.00 3 n/r 180 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.18 Vert(CT) 0.00 3 n/r 120 BCLL 0.0 Rep Stress Incr NO WB 0.01 Horz(CT) -0.00 8 n/a n/a BCDL 5.0 Code IRC2018/TP12014 Matrix-SH Weight:10 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr except end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (size) 6=2-0-0,5=2-0-0,8=2-0-0 Max Horz 6=-60(LC 5) Max Uplift 6=-247(LC 6),5=-129(LC 5),8=-111(LC 7) Max Gray 6=287(LC 5),5=151(LC 6),8=180(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Bearing at joint(s)8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 247 lb uplift at joint 6,129 lb uplift at joint 5 and 111 lb uplift at joint 8. 7)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8)This truss has been designed for a total drag load of 220 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0 for 220.0 plf. 9)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. June 23,2023 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. - Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing iw iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply Riverside Homes_2466 A,B,C Floor R76962595 3364072 A7 FLOOR GIRDER 1 3 J Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:58:12 2023 Page 1 ID:1 uFPWvuMv0FMCDCUt17SRgyQCRH-RfC?PsB70Hg3NSgPgnL8w3uITXbGKWrCDoi7J4zJC?f 2-6-0 1-5-0 1-5-0 Scale=1:24.7 2x4 I I 4x8= 3x6= 3x4= 3x10= 4x8= 5x8= 1 2 3 4 5 6 7 8 • 0 0 0 o o 0 0 Nr 0-48 4a o a 0 0 o 0`u> o • • o 0 16 17 15 18 14 19 13 20 21 12 11 3x10= 4x5= Special 3x4= Special 3x10= Special 4x8= 5x8= 3x4 I I Special Special Special Special Special Special Special Special Special Special Special 15-0-0 15-0-0 Plate Offsets(X,Y)-- [2:0-3-8,0-2-0],[5:0-3-8,0-1-8],[6:0-3-8,0-2-0],[11:0-3-8,0-2-8],[12:0-3-8,0-2-0],[13:0-3-8,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.51 Vert(LL) -0.25 13-14 >694 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.85 Vert(CT) -0.34 13-14 >511 360 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(CT) 0.07 10 n/a n/a BCDL 5.0 Code IRC2018/TP12014 Matrix-SH Weight:205 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 5-3-4 oc purlins, BOT CHORD 2x4 DF 2400F 2.0E except end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 10=0-5-8,16=0-5-8 Max Gray 10=5441(LC 1),16=6006(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-16=-272/0,7-10=-5153/0,1-2=-501/0,2-3=-11298/0,3-4=-16975/0,4-5=-17544/0, 5-6=-12978/0,6-7=-7241/0 BOT CHORD 1 5-1 6=0/1 1 2 98,14-15=0/16975,13-14=0/17544,12-13=0/12978,11-12=0/7241, 10-11=0/348 WEBS 2-16=-11749/0,2-15=0/4484,3-15=-6178/0,3-14=0/2143,4-14=-618/0,5-13=0/4969, 5-12=-2289/0,6-12=0/7007,6-11=-3935/0,7-11=0/8419 NOTES- 1)3-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc. Bottom chords connected as follows:2x4-2 rows staggered at 0-7-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to �VD P ROFF ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. �� GI NE .o 3)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and F �* referenced standard ANSI/TPI 1. 9 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Q 89200PE Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)879 lb down at 1-0-1,524 lb down at 1-0-1,878 lb down at 3-0-1,523 lb down at 3-0-1,878 lb down at 5-0-1,523 lb down at 5-0-1,878 lb down at 7-0-1,523 /� lb down at 7-0-1,878 lb down at 9-0-1,523 lb down at 9-0-1,878 lb down at 11-0-1,523 lb down at 11-0-1,and 878 lb down at .r� 13-0-1,and 523 lb down at 13-0-1 on bottom chord. The design/selection of such connection device(s)is the responsibility of c4-- others. -r OREGON t�/ LOAD CASE(S) Standard G/0�4 I' ,,2.° P+� 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) MER R 1 0- Vert:9-16=-10,1-7=-100,7-8=-100 RENEWAL DATE: 12-31-2023 June 23,2023 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. MI Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply Riverside Homes_2466 A,B,C Floor R76962595 3364072 A7 FLOOR GIRDER 1 q J Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:58:12 2023 Page 2 ID:1 uFPWvuMv0FMCDCUt17SRgyQCRH-RfC?PsB70Hg3NSgPgnL8w3uITXbGKWrCDoi7J4zJC?f LOAD CASE(S) Standard Concentrated Loads(lb) Vert:15=-1402(F=-523,B=-878)11=-1402(F=-523,B=-878)17=-1403(F=-524,B=-879)18=-1402(F=-523,B=-878)19=-1402(F=-523,B=-878)20=-1402(F=-523, B=-878)21=-1402(F=-523,B=-878) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply Riverside Homes_2466 A,B,C Floor R76962596 3364072 A8 FLOOR 1 q J Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:58:13 2023 Page 1 ID:1 uFPWvuMv0FMCDCUt17SRgyQCRH-RfC?PsB70Hg3NSgPgnL8w3uITXbGKWrCDoi7J4zJC?f 1 zs0 i088I 9611 1-3-13 1 10106I 1 zoo I I zoo Scale=1:37.3 3x4= 5x8= 3x6= 3x4= 4x6= 3x6= 3x10= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 P El0. f Q lli \o,._ - '- -- '- .--'---A*-1-1 __---------------Esi .NN-N. //in, i 101 0- 8 9 0 O 23 22 21 20 19 18 17 16 15 3x4= 5x8= 8x12 M18AHS= 7x10= 5x8= 3x4= 3-7-12 3-p-0 7-0-15 11-4-4 12-8-14 13-8-1414-8-14 22-8-14 3-7-12 0- -4 3-3-15 4-3-5 1-4-10 1-0-0 1-0-0 8-0-0 Plate Offsets(X,Y)-- [21:0-4-4,Edge] LOADING (psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.86 Vert(LL) -0.35 19-20 >649 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.94 Vert(CT) -0.48 19-20 >473 360 M18AHS 169/162 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(CT) 0.08 16 n/a n/a BCDL 5.0 Code IRC2018/TP12014 Matrix-SH Weight:302 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 2-8-10 oc purlins, BOT CHORD 2x4 DF 2400F 2.0E except end verticals. WEBS 2x4 DF No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 5-21,8-20:2x6 DF No.2 6-0-0 oc bracing:22-23 2-2-0 oc bracing:18-19. REACTIONS. (size) 16=0-3-14,22=0-5-8 Max Gray 16=2174(LC 4),22=4671(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-286/0,3-4=-286/0,4-5=-12030/0,5-7=-12030/0,7-8=-16912/0,8-9=-16912/0, 9-10=-13520/0,10-11=-8426/0,11-12=-8426/0 BOT CHORD 21-22=0/9166,20-21=0/15219,19-20=0/13520,18-19=0/13520,17-18=0/13520, 16-17=0/4523 WEBS 9-19=-1852/0,10-18=0/1381,3-22=-645/0,2-22=0/451,9-20=0/4927,12-16=-4774/0, 12-17=0/4290,11-17=0/528,10-17=-5867/0,5-21=-3111/0,8-20=-3718/0,4-22=-9789/0, 4-21=0/5268,7-21=-3518/0,7-20=0/2178 NOTES- 1)3-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc. �Q` � P R�FFS Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. �' 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ���� NG]N EFR ��� ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. "9 3)Unbalanced floor live loads have been considered for this design. 89200PE 4)All plates are MT20 plates unless otherwise indicated. 5)All plates are 1.5x4 MT20 unless otherwise indicated. / 6)The Fabrication Tolerance at joint 6=20% 7)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and d' r - referenced standard ANSI/TPI 1. 0 8)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. O OREGON ./ Strongbacks to be attached to walls at their outer ends or restrained by other means. \ 9)CAUTION,Do not erect truss backwards. GHQ 4 '14,2� �P+i• LOAD CASE(S) Standard MER R 1l - 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:15-23=-5,1-13=-50,13-14=-50 RENEWAL DATE: 12-31-2023 June 23,2023 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,notMI a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply Riverside Homes_2466 A,B,C Floor R76962596 3364072 A8 FLOOR 1 q J Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:58:13 2023 Page 2 ID:1 uFPWvuMv0FMCDCUt17SRgyQCRH-RfC?PsB70Hg3NSgPgnL8w3uITXbGKWrCDoi7J4zJC?f LOAD CASE(S) Standard Concentrated Loads(lb) Vert:5=-2800 8=-2800 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not '• a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply Riverside Homes_2466 A,B,C Floor R76962597 3364072 FT01 FLOOR SUPPORTED GABL 1 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:58:16 2023 Page 1 ID:1 uFPWvuMv0FMCDCUt17SRgyQCRH-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f Scale=1:27.7 PROVIDE ANCHORAGE,DESIGNED BY OTHERS, AT BEARINGS TO RESIST MAX.VERTICAL AND MAX HORZ.REACTIONS SPECIFIED BELOW. 7x10= 6x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 o • o• 0 0 0 o o �o 0 •0 0 0 0 9 37 ° ° I I ° ° I I ° I <, ° I ° I I ° I I ° I I ° I ®- 842 0 0 0 o a d o 0 0 0 0 0 27 26 25 24 23 22 21 20 19 18 17 16 15 6x8 I I 3x6= 3x6= 3x6= 3x6= 3x6= 3x6= 3x6= 3x6= 3x6= 8x12= 3x10 8x12 M18AHS= 16-4-14 16-4-14 Plate Offsets(X,Y)-- [1:Edge,0-0-12],[13:0-2-8,Edge],[15:0-6-0,Edge],[16:0-3-4,Edge],[26:0-6-0,Edge],[27:Edge,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.53 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.32 Vert(CT) n/a - n/a 999 M18AHS 169/162 BCLL 0.0 Rep Stress Incr NO WB 0.68 Horz(CT) 0.02 14 n/a n/a BCDL 5.0 Code IRC2018/TPI2014 Matrix-SH Weight:111 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF No.2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 DF No.2(flat) REACTIONS. All bearings 16-4-14. (Ib)- Max Horz 27=-66(LC 4) Max Uplift All uplift 100 lb or less at joint(s)except 15=-2249(LC 7),14=-310(LC 5),26=-2932(LC 7), 16=-2519(LC 6),27=-2969(LC 6) Max Gray All reactions 250 lb or less at joint(s)25,24,23,22,21,20,19,18,17 except 15=2315(LC 4), 14=287(LC 6),26=3008(LC 4),16=2600(LC 5),27=2995(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 13-15=-2308/2255,1-2=-445/445,2-3=-2319/2319,3-4=-1853/1852,4-5=-1386/1386, 5-6=-919/919,6-7=-453/452,7-8=-481/481,8-9=-948/947,9-10=-1414/1414, 10-11=-1834/1881,11-12=-2348/2347,12-13=-2891/2891 BOT CHORD 26-27=-2654/2654,25-26=-2254/2254,24-25=-1787/1787,23-24=-1320/1320, 22-23=-854/854,21-22=-387/387,20-21=-546/547,19-20=-1013/1013,18-19=-1480/1480, 17-18=-1946/1947,16-17=-2413/2413,15-16=-543/543 WEBS 2-26=-2994/2947,13-16=-3950/3950,2-27=-4072/4072 ,E� P R OFF NOTES- �� G,INE 1)Unbalanced floor live loads have been considered for this design. \ N F "V o� 2)All plates are MT20 plates unless otherwise indicated. 17 3)All plates are 1.5x4 MT20 unless otherwise indicated. Q O n')rl E 4)Gable requires continuous bottom chord bearing. 5)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 6)Gable studs spaced at 1-4-0 oc. / 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 2249 lb uplift at joint 15,310 lb uplift at -L� _ �� joint 14,2932 lb uplift at joint 26,2519 lb uplift at joint 16 and 2969 lb uplift at joint 27. c4-- 8)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and y 'lA� O R EG O N referenced standard ANSI/TPI 1. L� 1 q ONE` 9)This truss has been designed for a total drag load of 350 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag Q 1 , y 14,2 + loads along bottom chord from 0-0-0 to 16-4-14 for 350.0 plf. MER R L`10)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. RENEWAL DATE: 12-31-2023 June 23,2023 -- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. - Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply Riverside Homes_2466 A,B,C Floor R76962601 3364072 FT05 Floor 5 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:58:19 2023 Page 1 ID:1 uFPWvuMv0FMCDCUt17SRgyQCRH-RfC?PsB70Hg3NSgPgnL8w3uITXbGKWrCDoi7J4zJC?f 260 1z1411 246 2-0-0 Scale=1:44.5 3x6 FP= 3x4= 3x4= 5x12 M18AHS= 4x5= 3x4= 3x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 6 c 2 `c • • S S m o 0-1 8 co N a 22 21 20 19 18 17 16 15 14 3x4= 3x6= 3x6 FP= 3x10= 4x8= 3x6= 3x4= 14-2-14 18-8-12 14-1-6 142 16-8-12 17-8-12 26-8-12 14-1-6 0--2 2-5-14 1 1-0-0 1 1-0-0 8-0-0 0-0-12 Plate Offsets(X,Y)-- [1:Edge,0-0-12],[8:0-1-8,Edge],[9:0-1-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.79 Vert(LL) -0.24 15-16 >616 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.84 Vert(CT) -0.32 15-16 >460 360 M18AHS 169/162 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(CT) 0.04 14 n/a n/a BCDL 5.0 Code IRC2018/TPI2014 Matrix-SH Weight:122 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 14=0-3-14,18=0-3-8,22=0-3-14 Max Gray 14=734(LC 4),18=1460(LC 1),22=786(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1928/0,3-4=-1928/0,4-5=-1706/0,5-6=-1706/0,6-7=-397/544,7-8=-401/536, 8-9=-1559/0,9-10=-1760/0,10-11=-1760/0 BOT CHORD 21-22=0/1234,19-21=0/2060,18-19=0/805,17-18=0/1559,16-17=0/1559,15-16=0/1559, 14-15=0/1129 WEBS 2-22=-1401/0,2-21=0/787,4-19=-544/0,5-19=-258/0,6-19=0/1169,6-18=-1066/0, 8-18=-1463/0,11-14=-1282/0,11-15=0/716,10-15=-352/0,9-15=0/398 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)All plates are 1.5x4 MT20 unless otherwise indicated. 4)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. �� �� PR 0FFs 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. �� r I N E R S/ Strongbacks to be attached to walls at their outer ends or restrained by other means. \ �1 F 02 6)CAUTION,Do not erect truss backwards. cr 89200PE c - �� II .• — • �G �OREGON �� /0 q�' 14, 20 P- MER R I L0- RENEWAL DATE: 12-31-2023 June 23,2023 -- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. - Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply Riverside Homes_2466 A,B,C Floor R76962598 3364072 FT02 Floor 5 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:58:17 2023 Page 1 ID:1 uFPWvuMv0FMCDCUt17SRgyQCRH-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 2-6-0 2-1-8 1-3-14 2-0-0 Scale=1:44.2 3x4= 4x5= 4x8= 3x6 FP= 3x4= 3x4= 3x6= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 : t 11./ = 9,, @ e 23 22 21 20 19 18 17 16 15 3x4= 3x6= 3x6 FP= 4x6= 4x8= 3x6= 3x4= 10-0-0 9-10-8 9-11-4 16-6-14 I17-6-14I18-6-14I 26-6-14 9-10-8 0-0-2 6-6-14 1-0-0 1-0-0 8-0-0 0-0-12 Plate Offsets(X,Y)-- [1:Edge,0-0-12],[9:0-1-8,Edge],[10:0-1-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.55 Vert(LL) -0.21 16-17 >950 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.75 Vert(CT) -0.27 16-17 >725 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(CT) 0.03 15 n/a n/a BCDL 5.0 Code IRC2018ITPI2014 Matrix-SH Weight:122 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF No.2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (size) 15=0-3-14,20=0-5-8,23=Mechanical Max Gray 15=823(LC 4),20=1702(LC 1),23=486(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-811/198,3-4=-811/198,4-5=0/1291,5-6=0/1302,6-8=-1216/0,8-9=-1216/0, 9-10=-2127/0,10-11=-2077/0,11-12=-2077/0 BOT CHORD 22-23=-45/676,20-22=-536/403,19-20=-566/29,18-19=0/2127,17-18=0/2127, 16-17=0/2127,15-16=0/1295 WEBS 2-23=-767/51,4-22=0/723,4-20=-1175/0,9-19=-1078/0,8-19=-266/24,6-19=0/1498, 6-20=-1261/0,12-15=-1469/0,12-16=0/888,11-16=-326/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x4 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. �9 t- P R OFFS 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. �� G I N E R s/ Strongbacks to be attached to walls at their outer ends or restrained by other means. \ �1 F 02 CZ- 6)CAUTION,Do not erect truss backwards. 89200PE '57c g4V.425.-' • .e. "----- y OREGON t�/� G tx /04'l Y 14,2°,-i- MERRILL RENEWAL DATE: 12-31-2023 June 23,2023 -- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. - Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply Riverside Homes_2466 A,B,C Floor R76962599 3364072 FT03 Floor 7 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:58:18 2023 Page 1 ID:1 uFPWvuMv0FMCDCUt17SRgyQCRH-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 2-6-0 1-11-6 Scale=1:18.2 1.5x4 I I 3x4= 1.5x4 I I 1.5x4 I I 1 2 3 4 5 4x5= 6 I `0 0 0 0 OF8 ® a 4 8 7 3x6= 3x4= 3x4= 9-11-6 9-11-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.22 Vert(LL) -0.02 8 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.21 Vert(CT) -0.06 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(CT) 0.01 7 n/a n/a BCDL 5.0 Code IRC2018/TPI2014 Matrix-SH Weight:47 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 7=Mechanical,9=0-3-14 Max Gray 7=533(LC 1),9=552(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=-989/0,4-5=-989/0 BOT CHORD 8-9=0/765,7-8=0/661 WEBS 3-9=-868/0,3-8=0/255,5-8=0/375,5-7=-793/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. E'\�� p PRoFFss 7 &lNE4çoj 9 Q 89200PE c Amp— • OREGON v. D G/6 4y14 20—4. MERRILL RENEWAL DATE: 12-31-2023 June 23,2023 -- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. - Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply Riverside Homes_2466 A,B,C Floor R76962600 3364072 FT04 Floor 7 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:58:18 2023 Page 1 ID:1 uFPWvuMv0FMCDCUt17SRgyQCRH-RfC?PsB70Hg3NSgPgnL8w3uITXbGKWrCDoi7J4zJC?f 2-6-0 1-0-6 2-0-0 Scale=1:27.7 1.5x4 I I 3x6= 1.5x4 II 3x4= 3x4= 1.5x4 II 3x6= 1.5x4 II 1 2 3 4 5 6 7 89 5, 0 • o 5, o 0 m 8 o 15 14 13 12 11 3x4= 3x10= 1.5x4 11 1.5x4 I I 3x10= 3x4= 6-4-14 7-4-14 8-4-14 16-4-14 6-4-14 1-0-0 1-0-0 8-0-0 Plate Offsets(X,Y)-- [1:Edge,0-0-12],[4:0-1-8,Edge],[5:0-1-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.50 Vert(LL) -0.18 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.75 Vert(CT) -0.24 11-12 >812 360 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(CT) 0.04 10 n/a n/a BCDL 5.0 Code IRC2018/TP12014 Matrix-SH Weight:76 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 10=0-3-14,15=Mechanical Max Gray 10=907(LC 1),15=888(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2284/0,3-4=-2284/0,4-5=-2570/0,5-6=-2323/0,6-7=-2323/0 BOT CHORD 14-15=0/1428,13-14=0/2564,12-13=0/2570,11-12=0/2570,10-11=0/1423 WEBS 2-15=-1620/0,2-14=0/972,4-14=-700/0,7-10=-1615/0,7-11=0/1022,6-11=-307/0, 5-11=-541/16 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ' �� D P R OFFSS ,S. �NG[NEF/9 /�2 9 89200PE c • • • cv '2D�4y14,2o' 4 ME-RR 10— RENEWAL DATE: 12-31-2023 June 23,2023 -- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. - Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply Riverside Homes_2466 A,B,C Floor R76962602 3364072 FTO6 GABLE 1 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:58:20 2023 Page 1 ID:I uFPWvuMv0FMCDCUt17SRgyQCRH-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 2-6-0 I1114 2-7-0 2-4-6 2-0-0 Scale=1:44.6 3x4= 2x6 I I 6x8= 3x6= 3x4= 3x6 FP= 4x5= 3x4= 3x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 9 0-1-8 Fx6 II ' 23 22 21 20 19 18 17 16 15 3x4= 4x8= 3x6 FP= 3x6= 4x8= 3x6= 3x4= 3-10-14 3-10-2 18-8-12 1-4-0 2-8-0 3-9-6 III 14-2-2 141-14 16-8-12 I17-8-12I 26-8-12 1-4-0 1-4-0 1-1-6 10-3-4 0--12 2-5-14 1-0-0 1-0-0 8-0-0 0-0-12 0-0-12 Plate Offsets(X,Y)-- [9:0-1-8,Edge],[10:0-1-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.77 Vert(LL) -0.20 16-17 >725 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.83 Vert(CT) -0.28 16-17 >534 360 BCLL 0.0 Rep Stress Incr NO WB 0.30 Horz(CT) 0.03 15 n/a n/a BCDL 5.0 Code IRC2018ITPI2014 Matrix-SH Weight:130 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: OTHERS 2x4 DF No.2(flat) 6-0-0 oc bracing:20-22. REACTIONS. All bearings 0-3-14 except(jt=length)22=0-3-8,19=0-3-8. (Ib)- Max Gray All reactions 250 lb or less at joint(s)except 15=754(LC 5),22=2701(LC 1),19=991(LC 4), 23=1280(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-23=-854/0,2-3=0/1029,3-4=0/1019,4-5=-854/0,5-6=-854/0,6-8=-628/0, 8-9=-628/0,9-10=-1686/0,10-11=-1831/0,11-12=-1831/0 BOT CHORD 22-23=0/808,19-20=0/933,18-19=0/1686,17-18=0/1686,16-17=0/1686,15-16=0/1166 WEBS 3-22=-352/0,2-23=-907/0,2-22=-2289/0,6-19=-639/133,4-20=0/755,4-22=-1339/0, 9-19=-1235/0,12-15=-1324/0,12-16=0/754,11-16=-333/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x4 MT20 unless otherwise indicated. 3)Gable studs spaced at 1-4-0 oc. 4)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and � D� P RC FF referenced standard ANSI/TPI 1. G I N E s/ 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. ��\ N F �* Strongbacks to be attached to walls at their outer ends or restrained by other means. "57— 6)CAUTION,Do not erect truss backwards. Q 89200PE 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 110Y-' 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 -OA f . Uniform Loads(plf) 0 ID- Vert:15-23=-10,1-3=-800(F=-700),3-13=-100,13-14=-100 y OREGON41/ G/6 4y14,20�P+ MER R 10- RENEWAL DATE: 12-31-2023 June 23,2023 -- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. - Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply Riverside Homes_2466 A,B,C Floor R76962603 3364072 FT07 Floor 9 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:58:21 2023 Page 1 ID:1 uFPWvuMv0FMCDCUt17SRgyQCRH-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 2-6-0 011811 1-1-14 2-0-0 Scale=1:38.5 1.5x4 II 4x8=1.5x4 II 4x5= 3x10= 3x6 FP=1.5x4 II 3x4= 3x4= 1.5x4 I I 3x6= 1.5x4 I I 1 2 3 4 5 6 7 8 9 10 11 12 13 • o : O t, 011-8 m 22 21 20 19 18 17 16 15 14 4x5= 3x10=3x6 FP= 3x10= 1.5x4 II 1.5x4 II 3x10= 3x4= 4x5= 3-7-0 3-71I112 12-8-14 13-8-1414-8-14 22-8-14 3-7-0 0-d-12 9-1-2 1-0-0 1-0-0 8-0-0 Plate Offsets(X,Y)-- [1:Edge,0-0-12],[8:0-1-8,Edge],[9:0-1-8,Edge],[19:0-1-8,Edge],[22:Edge,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.54 Vert(LL) -0.20 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.70 Vert(CT) -0.26 15-16 >857 360 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(CT) 0.03 14 n/a n/a BCDL 5.0 Code IRC2018/TP12014 Matrix-SH Weight:106 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:21-22,19-21. REACTIONS. (size) 14=0-3-14,21=0-5-8,22=Mechanical Max Uplift 22=-753(LC 4) Max Gray 14=904(LC 1),21=2205(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2120,3-4=0/2120,4-5=0/1168,5-7=-1841/0,7-8=-1841/0,8-9=-2555/0, 9-10=-2316/0,10-11=-2316/0 BOT CHORD 21-22=-1464/0,19-21=-1215/0,18-19=0/663,17-18=0/2555,16-17=0/2555, 15-16=0/2555,14-15=0/1419 WEBS 2-22=0/1661,2-21=-1252/0,8-18=-870/0,7-18=-278/12,5-18=0/1339,5-19=-1911/0, 4-19=0/943,4-21=-1549/0,11-14=-1611/0,11-15=0/1018,10-15=-311/0,9-15=-476/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 753 lb uplift at joint 22. 4)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and 9,0 PR OF1c referenced standard ANSI/TPI1. �� G I N -Pc/ R �/ 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. � �1 F �2 Strongbacks to be attached to walls at their outer ends or restrained by other means. '57- 6)CAUTION,Do not erect truss backwards. 89200E P E C g4V425.--' • r.e' OREGON t�/ y � Gip2i4 '14,20—i- MER R I O- RENEWAL DATE: 12-31-2023 June 23,2023 -- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. - Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply Riverside Homes_2466 A,B,C Floor R76962604 3364072 FT08 Floor 3 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:58:22 2023 Page 1 ID:1 uFPWvuMv0FMCDCUt17SRgyQCRH-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 2-6-0 0-9-14 1 2 1.5x4 II 3 3x4= 4 1.5x4 Scale=1:10.3 ■w w�� 5 1■% `I 5 3x4= 3x4= 386 3-8-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.21 Vert(LL) 0.00 6 **** 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.08 Vert(CT) -0.02 5-6 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code IRC2018/TPI2014 Matrix-P Weight:19 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-8-6 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 5=Mechanical,6=0-3-14 Max Gray 5=189(LC 1),6=209(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. PROFFss /�2 -9 Q 89200PE • O'EGON G/6 14,20�P MERRILL RENEWAL DATE: 12-31-2023 June 23,2023 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. - Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply Riverside Homes_2466 A,B,C Floor R76962605 3364072 FT09 Floor 1 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:58:22 2023 Page 1 ID:1 uFPWvuMv0FMCDCUt17SRgyQCRH-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 1-1-8 2-6-0 2-1-8 Scale=1:19.1 1.5x4 I I 3x4= 1.5x4 I I 3x4= 1.5x4 I I 3x4= 1 2 3 4 5 6 11 4 I O O 10 8 7 3x6= 3x4= 3x6= 1.5x4 I I 3-9-12 11-3-0 3-9-12 7-5-4 Plate Offsets(X,Y)-- [1:Edge,0-0-12],[6:0-1-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.22 Vert(LL) -0.01 8 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.13 Vert(CT) -0.03 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.00 7 n/a n/a BCDL 5.0 Code IRC2018/TP12014 Matrix-SH Weight:54 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF No.2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (size) 10=Mechanical,7=Mechanical,9=0-5-8 Max Uplift 10=-33(LC 4) Max Gray 10=175(LC 3),7=360(LC 4),9=752(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 6-7=-356/0,4-5=-438/0,5-6=-438/0 BOT CHORD 8-9=0/366 WEBS 3-9=-270/0,2-9=-291/0,4-9=-641/0,5-8=-269/0,6-8=0/513 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 33 lb uplift at joint 10. 4)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. �� P R Fs Strongbacks to be attached to walls at their outer ends or restrained by other means. F 6)CAUTION,Do not erect truss backwards. S ,S. � G[NE�'4 /c2 89200PE c -1 . 9 OREGON � G<OMy14 Z ' +� ERRIL - e. RENEWAL DATE: 12-31-2023 June 23,2023 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,notMI a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply Riverside Homes_2466 A,B,C Floor R76962606 3364072 FT10 Floor 1 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:58:23 2023 Page 1 ID:1 uFPWvuMv0FMCDCUt17SRgyQCRH-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 2-6-0 0-9-0 Scale=1:19.1 1.5x4 I I 3x4= 1.5x4 I I 3x4= 1.5x4 I I 3x4= 1 2 3 4 5 6 •o .o •o /• lk eP 4 o o � 10 9 8 7 3x6= 3x6= 3x4= 1.5x4 I I 11-3-0 11-3-0 Plate Offsets(X,Y)-- [1:Edge,0-0-12],[6:0-1-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.22 Vert(LL) -0.03 9 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.24 Vert(CT) -0.07 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(CT) 0.01 7 n/a n/a BCDL 5.0 Code IRC2018/TPI2014 Matrix-SH Weight:54 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 7=Mechanical,10=Mechanical Max Gray 7=612(LC 1),10=612(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 6-7=-624/0,2-3=-1281/0,3-4=-1281/0,4-5=-399/0,5-6=-399/0 BOT CHORD 9-10=0/911,8-9=0/1088 WEBS 2-10=-1034/0,2-9=0/420,4-8=-782/0,6-8=0/744 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �rEp PROFFS ,,_ LNG I N EF9 s/(1* 9 Q 89200PE r OREGON �� /0 4 142°' +� ERRILL RENEWAL DATE: 12-31-2023 June 23,2023 -- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. - Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply Riverside Homes_2466 A,B,C Floor R76962607 3364072 FT11 Floor 1 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:58:23 2023 Page 1 ID:1 uFPWvuMv0FMCDCUt17SRgyQCRH-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 2-6-0 0-10-6 Scale=1:19.2 1.5x4 I I 3x4= 1.5x4 I I 3x4= 1.5x4 1I 3x4= 1 2 3 4 5 6 • o • a o 0 0 o o 10 9 8 7/ 3x6= 3x10= 3x4= 1.5x4 I I 11-4-6 11-4-6 Plate Offsets(X,Y)-- [1:Edge,0-0-12],[6:0-1-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.22 Vert(LL) -0.03 9 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.25 Vert(CT) -0.07 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(CT) 0.01 7 n/a n/a BCDL 5.0 Code IRC2018/TP12014 Matrix-SH Weight:55 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 7=0-3-14,10=Mechanical Max Gray 7=618(LC 1),10=618(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 6-7=-628/0,2-3=-1305/0,3-4=-1305/0,4-5=-446/0,5-6=-446/0 BOT CHORD 9-10=0/923,8-9=0/1123 WEBS 2-10=-1048/0,2-9=0/433,4-8=-769/0,6-8=0/763 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. p P R OFFS ,,\•� NGINEFR s/„� 9 89200PE c _dip,er — OREGON �� ' DMy14 2'�P+� ERR10- RENEWAL DATE: 12-31-2023 June 23,2023 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,notMI a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply Riverside Homes_2466 A,B,C Floor R76962608 3364072 FT12 FLOOR SUPPORTED GABL 1 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.630 s Nov 19 2022 MiTek Industries,Inc. Thu Jun 22 18:58:25 2023 Page 1 ID:1 uFPWvuMv0FMCDCUt17SRgyQCRH-RfC?PsB70Hg3NSgPgnL8w3uITXbGKWrCDoi7J4zJC?f PROVIDE ANCHORAGE,DESIGNED BY OTHERS, Scale=1:18.6 AT BEARINGS TO RESIST MAX.VERTICAL AND MAX HORZ.REACTIONS SPECIFIED BELOW. 3x4= 5x8= 1 5x6= 2 3 4 5 6 7 8 9 10 • • • • 0 0 0 • • o\ o 0 0 0 0 0 0 Z7 a o a o 0 0 0 / — o — — — 48 30 m 3x6 II o 0 0 0 0 0 0 0 0 19 18 17 16 15 14 13 12 11 4x8 I I 8x12= 3x6= 3x6= 3x6= 3x6= 3x6= 10x16= 2x4 I I 11-4-6 11-4-6 Plate Offsets(X,Y)-- [1:Edge,0-1-8],[9:0-3-0,Edge],[12:0-5-12,Edge],[19:Edge,0-1-8],[21:0-2-8,0-1-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.35 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.18 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.45 Horz(CT) 0.01 10 n/a n/a BCDL 5.0 Code IRC2018/TP12014 Matrix-SH Weight:78 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF No.2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 DF No.2(flat) REACTIONS. All bearings 11-4-6. (Ib)- Max Horz 19=-66(LC 4) Max Uplift All uplift 100 lb or less at joint(s)except 19=-1970(LC 6),11=-1353(LC 7),10=-209(LC 3), 18=-1943(LC 7),12=-1490(LC 6) Max Gray All reactions 250 lb or less at joint(s)10,17,16,15,14,13 except 19=1992(LC 5),11=1439(LC 4), 18=2023(LC 4),12=1585(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-19=-1987/1975,9-11=-1431/1361,1-2=-1801/1804,2-3=-1400/1357,3-4=-934/937, 4-5=-467/471,5-6=-463/467,6-7=-883/934,7-8=-1397/1400,8-9=-2042/2046 BOT CHORD 18-19=-510/510,17-18=-1338/1335,16-17=-872/868,15-16=-405/402,14-15=-533/529, 13-14=-999/996,12-13=-1466/1462,11-12=-645/645 WEBS 1-18=-2713/2708,9-12=-2627/2622 NOTES- D PRO F 1)Unbalanced floor live loads have been considered for this design. 0 F 2)All plates are 1.5x4 MT20 unless otherwise indicated. �� G[N E s/ 3)Gable requires continuous bottom chord bearing. �1 F Q2 4)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). "57 5)Gable studs spaced at 1-4-0 oc. 89200PE c 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1970 lb uplift at joint 19,1353 lb uplift at joint 11,209 lb uplift at joint 10,1943 lb uplift at joint 18 and 1490 lb uplift at joint 12. 7)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and /� referenced standard ANSI/TPI 1. (� �.''; � / 8)This truss has been designed for a total drag load of 350 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag c4-- loads along bottom chord from 0-0-0 to 11-4-6 for 350.0 plf. 9 iliO R E G O N 9)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. GHQ 4 V 1 4, 2° P+� MERRIO- RENEWAL DATE: 12-31-2023 June 23,2023 -- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. - Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. 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