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23 Ford Crossing 1 - PB Decision - Meadow Run - Recorded 7-23-19.pdf 3 - Village Hill_Meadow Run_Stormwater Permit_20190627.pdf 23 Ford Crossing - Site Plans 8-13-19.pdfDetails S S S S GGG G G G G G G2" S 222.3' 8" PVC 222.0' 222.0' SMH Rim: 231.89' G W WW WWW WW 8" PVC 8" CLDI S S W W W G G G D D D D 8" CLDI 2" 10" PVC SMH Rim: 230.45' 220.1' 220.1' 220.2' 220.3' DMH Rim: 229.94' 220.3' CB Rim: 230.07' CB Rim: 230.11' 222.8' 15" RCP 222.9' CB Rim: 230.02' 221.9' 230 230 225 220 230 230 230 235 230 235 240 235 225 220 230 225 220 231 231 232 232 232 231 231 231 232 233 234 229 228 216 217 218 219 221 222 223 224 226 227 228 229 231 232 233 234 236 237 238 239 239 238 237 236 232 233 234 236 237 228 227 229 226 222 223 221 224 216 219 217 218 226 229 227 228 224 221 222 223 230 230 225 220 230 230 230 235 230 235 240 235 225 220 230 225 220 Ford Crossing Olander Drive S S S TECTECTEC TEC TEC TEC TEC TEC TEC GGG G G G G G G2" S 222.3' 8" PVC 222.0' 222.0' SMH Rim: 231.89' G W E WW WWW WW 8" PVC 8" CLDI W D D 8" CLDI 2" SMH Rim: 230.45' 220.1' 220.1' 220.2' 220.3' DMH Rim: 229.94' 220.3' 222.8' CB Rim: 230.11' CB Rim: 230.07' 222.9' E E E E 231 231 220 225 230 219.30 4.75% TYP. LOT 5 LOT 4 LOT 3 LOT 2 LOT 1 PROPOSED STREET AND UTILITY WORK IN OLANDER DRIVE TO BE CONSTRUCTED BY OTHERS UNDER CO-HOUSING PROJECT TBM = TOP OF BOUND ELEV. 231.22 L-101 0' 20' 10' 40' 60' SCALE 1"=20'-0" (if printed full size @ 24" x 36") Checked By: Drawn By: Revisions Scale: Date: Sheet Number This drawing is not intended nor shall it be used for construction purposes unless the signed professional seal of a registered landscape architect, civil engineer or land surveyor employed by The Berkshire Design Group, Inc. is affixed above. Web: http://www.berkshiredesign.com Email: bdg@berkshiredesign.com (413) 582-7000 4 Allen Place, Northampton, Massachusetts 01060 FAX (413) 582-7005 Landscape Architecture Civil Engineering Planning Berkshire Group, Inc. Design The Do not scale drawing for quantity take-offs or construction. Use written dimensions only. If dimensions are incomplete, contact The Berkshire Design Group Inc. for clarification. Land Surveying Copyright The Berkshire Design Group, Inc. This drawing and all of its contents are the express property of The Berkshire Design Group, Inc., and shall not be copied or used in any way without the written consent of The Berkshire Design Group, Inc. c F:\HOSPITAL HILL\WRIGHT BUILDERS\MEADOW RUN\DESIGN PROCESS\DRAWINGS\XREF\SITE PLAN.DWG PLOT DATE: 8/13/2019 MEADOW RUN @ VILLAGE HILL NORTHAMPTON, MA May 28, 2019 1"=20' JDS EXISTING CONDITIONS Catchbasin, Square Catchbasin, Round Basketball Hoop Downspout Irrigation, Valve Monitoring Well Fire Standpipe Fire Hydrant T Telecom Manhole Electric Box Coniferous Tree Fire Connection Irrigation Control Box Light Pole Manhole, Unknown Type Memorial Plaque E Electric Handhole E Electric Box E Electric Guage (Meter) E Electric Manhole LP Light Pole Deciduous Tree Sign, Small Oil Tank Sprinkler Head Gas Service Stone Post Water Valve Control Box Bench A/C Unit Wetland Flag Water Bubbler Column Sewer Valve Test Pit Fire Alarm Pull Box Pole Pole w/Light ELEC Electric, Padmount S Sewer Manhole CO Sewer Clean Out Steam, Manhole D Drain Manhole Catchbasin, Round Catchbasin Catchbasin, Round Traverse PointBM Benchmark Post / Bollard Telecom Control Box Shrub Utility Pole U Manhole, Unknown Type Legend 1. The Existing Conditions Plan Depicted Hereon Was Obtained By Partial Field Surveys Conducted On Multiple Dates Between August 18, 2006 And April 21, 2015 By The Berkshire Design Group, Inc. 2. This Plan Does Not Show Any Unrecorded Or Unwritten Easements Which May Exist. A Reasonable And Diligent Attempt Has Been Made To Observe Any Apparent, Visible Uses Of The Land; However, This Does Not Constitute A Guarantee That No Such Easements Exist. 3. This Plan Was Prepared Using GNSS And Conventional Survey Methods. A Leica TS15 Total Station Was Used Having An Accuracy Of 5" And 5 PPM. A Leica GS14 Network RTK Was Used Having Subcentimeter Accuracy. 4. All Improvements Shown Hereon Have Been Spatially Fixed To A Locational Tolerance Of Not More Than 1/10th Of The Plan Scale. 5. The Basis Of Bearings, Azimuths, And The North Arrow Shown Hereon Is The Massachusetts State Plane Coordinate System (NAD83). 6. All elevations are based upon benchmarks provided by the City of Northampton engineering Department and refer to the North American Vertical Datum of 1988. 7. The locations of existing underground utilities are shown in an approximate way only based on available data and all utilities may not be shown. Prior to construction, contractor shall call the 'Dig Safe Center' at 1-800-322-4844 and have all utilities marked on the ground. The contractor shall be responsible for determining the exact location of all existing utilities before commencing work. The contractor agrees to be fully responsible for any and all damages which might be occasioned by his/her failure to exactly locate and preserve any and all utilities. 8. This plan is prepared as a site design and is not intended to be used for determination of property lines. Approximate property lines are shown for coordination purposes. The Contractor shall utilize the services of a Professional Land Surveyor for the determination of property lines. Existing Conditions Notes CONSTRUCTION DOCUMENTS 6/17/2019 - REVISED STORM DRAIN 7/16/2019 - ISSUED FOR CONSTRUCTION CMC 8/13/2019 - ADD TEMPORARY BENCHMARK Bituminous Concrete S S S S GGG G G G G G G2" S222.3' 8" PVC222.0' 222.0' SMH Rim: 231.89' G W WW WWWWW 8" PVC 8" CLDI S S W W W G G G D D D D 8" CLDI 2" 10" PVCSMH Rim: 230.45' 220.1' 220.1' 220.2' 220.3' DMH Rim: 229.94' 220.3' CB Rim: 230.07' CB Rim: 230.11' 222.8' 15" RCP 222.9' CB Rim: 230.02' 221.9' Ford Crossing Olander Drive 231 231 232 232 232 231 231 231 232 233 234 229 228 216 217 218 219 221 222 223 224 226 227 228 229 231 232 233 234 236 237 238 239 239 238 237 236 232 233 234 236 237 228 227 229 226 222 223 221 224 216 219 217 218 226 229 227 228 224 221 222 223 230 230 225 220 230 230 230 235 230 235 240 235 225 220 230 225 220 Bituminous Concrete 231 231 232 232 232 231 231 231 232 233 234 229 228 216 217 218 219 221 222 223 224 226 227 228 229 231 232 233 234 236 237 238 239 239 238 237 236 232 233 234 236 237 228 227 229 226 222 223 221 224 216 219 217 218 226 229 227 228 224 221 222 223 230 230 225 220 230 230 230 235 230 235 240 235 225 220 230 225 220 S S S TECTECTEC TEC TEC TEC TEC TEC TEC GGG G G G G G G2" S222.3' 8" PVC222.0' 222.0' SMH Rim: 231.89' G W E WW WWWWW 8" PVC 8" CLDI W D D 8" CLDI 2" SMH Rim: 230.45' 220.1' 220.1' 220.2' 220.3' DMH Rim: 229.94' 220.3' 222.8' CB Rim: 230.11' CB Rim: 230.07' 222.9' E E E E 231 231 220 225 230 219.30 4.75% TYP. 22' SAWCUT & REMOVE ROADWAY AT EXISTING CURB OPENING. REMOVE/SALVAGE GRANITE CURBING. ALL UNUSED CURB SHALL BE RETURNED TO THE CITY. SAWCUT & REMOVE CONCRETE SIDEWALKS AT NEAREST CONTROL JOINT. INSTALL TEMP. CHAIN LINK CONSTRUCTION FENCING ALONG THE BACK OF SIDEWALK. DIG AND TRANSPLANT EXISTING STREET TREE SEE SHEET L-401 REMOVE & RELOCATE EX. LIGHT POLE. SEE SHEET L-301 REMOVE & SALVAGE APPROX. 40 LF OF GRANITE CURB. SEE LAYOUT PLAN. INSTALL TREE PROTECTION AS REQUIRED, TYP. CUT AND CAP EXISTING GAS STUB AT CURB LINE COORD. WITH UTILITY CO. REMOVE EX. CONC. SIDEWALK AT NEAREST CONTROL JOINTS. CURB LINE AND PAVING TO BE MODIFIED DURING INITIAL CONSTRUCTION BY COHOUSING PROJECT TO PROVIDE FOR NEW CURB CUT AND UTILITY CONNECTIONS. INSTALL TREE PROTECTION AS REQUIRED, TYP. EROSION CONTROL BARRIER PROTECT EXISTING THERMOPLASTIC CROSSWALK WITHIN ASPHALT TO REMAIN CUT EXISTING SANITARY STUB BETWEEN SIDEWALK AND CURB PLUG WITH BRICK & MORTAR TBM = TOP OF BOUND ELEV. 231.22 L-201 0' 20' 10' 40' 60' SCALE 1"=20'-0" (if printed full size @ 24" x 36") Checked By: Drawn By: Revisions Scale: Date: Sheet Number This drawing is not intended nor shall it be used for construction purposes unless the signed professional seal of a registered landscape architect, civil engineer or land surveyor employed by The Berkshire Design Group, Inc. is affixed above. Web: http://www.berkshiredesign.com Email: bdg@berkshiredesign.com (413) 582-7000 4 Allen Place, Northampton, Massachusetts 01060 FAX (413) 582-7005 Landscape Architecture Civil Engineering Planning Berkshire Group, Inc. Design The Do not scale drawing for quantity take-offs or construction. Use written dimensions only. If dimensions are incomplete, contact The Berkshire Design Group Inc. for clarification. Land Surveying Copyright The Berkshire Design Group, Inc. This drawing and all of its contents are the express property of The Berkshire Design Group, Inc., and shall not be copied or used in any way without the written consent of The Berkshire Design Group, Inc. c F:\HOSPITAL HILL\WRIGHT BUILDERS\MEADOW RUN\DESIGN PROCESS\DRAWINGS\XREF\SITE PLAN.DWG PLOT DATE: 8/13/2019 MEADOW RUN @ VILLAGE HILL NORTHAMPTON, MA May 28, 2019 1"=20' JDS DEMOLITION & EROSION CONTROL PLAN CMC 1. The Contractor shall be responsible for a thorough site examination to determine the extent of demolition necessary to prepare the site for construction and shall verify all items to be demolished or salvaged with the Landscape Architect prior to beginning work. 2. Care shall be taken not to damage any items designated to remain; repair or replacement of damaged items designated to remain shall be at the Contractors' expense. 3. Disposal of property designated to be removed shall be at the direction of the Landscape Architect or Owner, and shall conform to all applicable laws and regulations. All salvageable material shall be delivered by the Contractor to storage areas designated by the Owner. Contractor shall remove all existing unsuitable materials from the site. 4. The Contractor shall protect existing trees to remain as shown in detail 1/L-201. 5. All topsoil shall be stripped from grass areas to be removed and stockpiled in an area designated by the Owner. The Contractor is responsible for all topsoil as needed to meet the specifications. 6. The Contractor may use temporary fencing to control the site during construction. Prior to the finalization of the project, the Contractor shall remove all temporary fencing and barricades. 7. The locations of existing underground utilities are shown in an approximate way only based on available data and all utilities may not be shown. Prior to construction, the contractor shall contact Dig Safe at 1-800-322-4844 to request utilities to be marked on the ground. The contractor shall be responsible for determining the exact location of all existing utilities before commencing work. The contractor agrees to be fully responsible for any and all damages which might be occasioned by his/her failure to exactly locate and preserve any and all utilities. 8. All boundary monuments shall be protected and/or preserved during demolition and construction. Should any boundary monument be destroyed and/or altered as a result of demolition and construction, it shall be the responsibility of the party incurring the damage to obtain the services of a professional land surveyor to replace and reset said monument. 9. This project includes less than one acre of disturbance and does not require an EPA Notice of Intent (NOI). However, the Contractor shall prepare a SWPPP and submit it to the Northampton DPW as required by the Stormwater Permit issued by DPW. Demolition Notes CONSTRUCTION DOCUMENTS 6/17/2019 - REVISED STORM DRAIN 7/09/2019 - DPW COMMENTS Tree Protection L.201 1 Not to Scale 7/12/2019 - UPDATED PRICING SET 7/16/2019 - ISSUED FOR CONSTRUCTION 8/13/2019 - ADD TEMPORARY BENCHMARK Ford Crossing Olander Drive D 18'± 10' 10'± 10'± 12'3' 22' 18'± TYP. TYP. 4' TYP. R8' TYP. R12' TYP. R12' TYP. R100'± R36'± R8' TYP. 26' 6'± 8' 12' PROPOSED STONE TRENCH DRAIN. SEE GRADING PLAN. 12' WIDE ASPHALT DRIVE REMOVE/REPLACE EX. SIDEWALK W/ 6"CONCRETE WALK @ DRIVEWAY NEW GRANITE CURB INFILL AT EXISTING CURB OPENING APPROX. REVISED PROPERTY LINES, TYP. SEE NOTE 8 EXISTING PROPERTY LINES, TYP. POTENTIAL BUNGALOW FOOTPRINT, TYP. SEE NOTE 7 SPLIT RAIL FENCE & PLANTED BUFFER SEE SHEET L-401 NEW CURB CUT. SIGNED AS ENTRANCE ONLY. ACCESSIBLE CURB CUT ALIGN WITH EXISTING CROSSWALK CONCRETE PAVER WALK, TYP. PROPOSED PLANTINGS BY OTHERS NEW CURB CUT. SIGNED AS EXIT ONLY. GRANITE CURB AT RADIUS 6" CONCRETE SIDEWALK AT DRIVE OPENING CURB AND ROADWAY TO BE MODIFIED. COORDINATE WITH COHOUSING PROJECT. DO NOT EXIT SIGN PROPOSED PLANTINGS BY OTHERS. 4" THICK CONCRETE SIDEWALK INFILL. MATCH EXISTING JOINT SPACING. TRAIL BY OTHERS CONTINUATION OF OLANDER DRIVE EXTENSION BY OTHERS OPTIONAL SCREENED PORCH OR DECK. TYP. SEE NOTE 7 INSTALL SALVAGED STREET LIGHT. 12' x 14' PAVER PATIO. TYP. OF 5 FUTURE DEVELOPMENT BY OTHERS RELOCATE EXISTING TRAFFIC SIGN 5' EAST TBM = TOP OF BOUND ELEV. 231.22 L-301 0' 20' 10' 40' 60' SCALE 1"=20'-0" (if printed full size @ 24" x 36") Checked By: Drawn By: Revisions Scale: Date: Sheet Number This drawing is not intended nor shall it be used for construction purposes unless the signed professional seal of a registered landscape architect, civil engineer or land surveyor employed by The Berkshire Design Group, Inc. is affixed above. Web: http://www.berkshiredesign.com Email: bdg@berkshiredesign.com (413) 582-7000 4 Allen Place, Northampton, Massachusetts 01060 FAX (413) 582-7005 Landscape Architecture Civil Engineering Planning Berkshire Group, Inc. Design The Do not scale drawing for quantity take-offs or construction. Use written dimensions only. If dimensions are incomplete, contact The Berkshire Design Group Inc. for clarification. Land Surveying Copyright The Berkshire Design Group, Inc. This drawing and all of its contents are the express property of The Berkshire Design Group, Inc., and shall not be copied or used in any way without the written consent of The Berkshire Design Group, Inc. c F:\HOSPITAL HILL\WRIGHT BUILDERS\MEADOW RUN\DESIGN PROCESS\DRAWINGS\XREF\SITE PLAN.DWG PLOT DATE: 8/13/2019 MEADOW RUN @ VILLAGE HILL NORTHAMPTON, MA May 28, 2019 1"=20' JDS SITE PLAN 1. Do not scale drawings for quantity take-offs or construction. Use written dimensions only. If dimensions are incomplete, contact The Berkshire Design Group, Inc. for clarification. 2. All lines or points are perpendicular or parallel to lines from which they are measured unless otherwise noted. 3. The Contractor shall verify all layout, dimensions, grades, and inverts prior to construction; report any and all discrepancies to the Landscape Architect. All discrepancies shall be resolved in writing prior to beginning work. 4. All areas disturbed from construction activity to be raked, smoothed, fertilized and seeded with perennial turfgrasses unless otherwise noted. 5. All new walks and surfaces to meet existing walks and surfaces with smooth, continuous line and grade. 6. The Contractor shall not install concrete during adverse weather conditions (rain, sleet, etc.) unless otherwise directed by the Landscape Architect. 7. Final footprint of each building as directed by the owner. Sketch of final footprint shall be submitted to the Northampton Planning Dept. prior to application for building permit. 8. This plan is prepared as a site design and is not intended to be used for determination of property lines. Approximate property lines are shown for coordination purposes. The Contractor shall utilize the services of a Professional Land Surveyor for the determination of property lines. Layout Notes CONSTRUCTION DOCUMENTS 6/17/2019 - REVISED STORM DRAIN 7/09/2019 - DPW COMMENTS 7/12/2019 - UPDATED PRICING SET 7/16/2019 - ISSUED FOR CONSTRUCTION CMC 8/2/2019 - SIGN RELOCATION 8/13/2019 - ADD TEMPORARY BENCHMARK Ford Crossing Olander Drive 231 231 225 230 1 CK 1 CK 1 NS 1 NS 1 FS 25 RF 4 TOE N.E. SEED MIX N.E. SEED MIX N.E. SEED MIX 2 RC 3 VPT 25 HS 3 IV 1 PC 4 VT 3 IV 1 CBF 13 HH 6 TOE 3 TOE 3 TOE 7 MS 5 RC 3 HM LOAM & SEED TYP. LOAM & SEED TYP. RELOCATED STREET TREE NEW STREET TREE TO MATCH 3 HA 1 AP 1 MS 6 IVH 1 PA 5 AZ 1 SP 2 PA 5 HH CONFIRM LOCATIONS OF EX. UTIL. STUBS 14' 1 HM 4 TOE 2 IV 1 CK 1 CBF 3 HA 3 TOE 3 VPT 1 MS 3 AZ L-401 0' 20' 10' 40' 60' SCALE 1"=20'-0" (if printed full size @ 24" x 36") Checked By: Drawn By: Revisions Scale: Date: Sheet Number This drawing is not intended nor shall it be used for construction purposes unless the signed professional seal of a registered landscape architect, civil engineer or land surveyor employed by The Berkshire Design Group, Inc. is affixed above. Web: http://www.berkshiredesign.com Email: bdg@berkshiredesign.com (413) 582-7000 4 Allen Place, Northampton, Massachusetts 01060 FAX (413) 582-7005 Landscape Architecture Civil Engineering Planning Berkshire Group, Inc. Design The Do not scale drawing for quantity take-offs or construction. Use written dimensions only. If dimensions are incomplete, contact The Berkshire Design Group Inc. for clarification. Land Surveying Copyright The Berkshire Design Group, Inc. This drawing and all of its contents are the express property of The Berkshire Design Group, Inc., and shall not be copied or used in any way without the written consent of The Berkshire Design Group, Inc. c F:\HOSPITAL HILL\WRIGHT BUILDERS\MEADOW RUN\DESIGN PROCESS\DRAWINGS\XREF\SITE PLAN.DWG PLOT DATE: 8/13/2019 MEADOW RUN @ VILLAGE HILL NORTHAMPTON, MA May 28, 2019 1"=20' JDS PLANTING PLAN 1. All nursery stock shall comply with the latest standards of the American Nursery & Landscape Association with regard to grading and quality. 2. All plants shall conform to the measurements specified, except that plants larger than those specified may be used if approved by the Landscape Architect. 3. All plants shall be nursery grown in accordance with good horticultural practices and shall be grown under climatic conditions similar to those in the project locality for at least two years. 4. Balled and burlapped plants (B&B) shall be moved with the root system as solid units; root balls shall be firmly wrapped with burlap. Container grown plants shall not be removed from container prior to the time of installation; root system shall be firmly set in container. 5. Planting soil mix shall consist of seven (7) parts loam and one (1) part peat moss by volume, with a pH value of 5.0 to 6.0. 6. All trees and shurbs to receive two (2) fertilizer packets as shown in details. 7. Planting beds to receive 4" depth of bark mulch. 8. All plant material shall be guaranteed for one full growing season (one year) after installation. 9. Any plant material which dies, turns brown or unexpectedly defoliates prior to acceptance of work shall be promptly removed from the site and replaced with material of the same species, quality, size and meeting all planting specifications. 10. Planting layout shall be approved by the Landscape Architect prior to installation. Planting Notes N.E. SEED MIX NEW ENGLAND CONSERVATION/WILDLIFE MIX: SPECIES: Virginia Wild Rye (Elymus virginicus), Little Bluestem (Schizachyrium scoparium), Big Bluestem (Andropogon gerardii), Red Fescue (Festuca rubra), Switch Grass (Panicum virgatum), Partridge Pea (Chamaecrista fasciculata), Panicledleaf Tick Trefoil (Desmodium paniculatum), Indian Grass (Sorghastrum nutans), Blue Vervain (Verbena hastata), Butterfly Milkweed (Asclepias tuberosa), Black Eyed Susan (Rudbeckia hirta), Common Sneezeweed (Helenium autunale), Heath Aster (Asterpilosus/Symphyotrichum pilosum), Early Goldenrod (Solidago juncea), Upland Bentgrass (Agrostis perennans). APPLICATION RATE: 25lbs/acre | 1750 sq ft/lb Plant List KEY QTY LATIN COMMON SIZE CBF Carpinus betulus 'Fastigiata' Pyramidal European Hornbeam 2"-2.5" cal. CK Cladastris kentukea American Yellowwood 2"-2.5" cal. FS Fagus sylvatica 'Riversii' Riversii Beech 2"-2.5" cal. HH Hypericum 'Hidcote' St. Johnswort 5 gal. HS Hemerocallis sp. Daylily 1 gal. IVH Itea virginica 'Henry's Garnet' Sweetspire 3 gal. MS Miscanthus 'Heavy Metal' Japanese Switch Grass 3 gal. RF Rudbeckia sp. Black-Eyed Susan 1 gal. TOE Thuja occidentalis 'Emerald' Emerald Arborvitae 4-5' VT Viburnum trilobum American Cranberrybush 24"-30" VPT Viburnum plicatum tomentosum Doublefile Viburnum 5 gal. 2 3 1 18 25 6 9 24 23 4 6 PC Pinus cembra Swiss Stone Pine 5-6' ht. 1 HM Heptacodium miconioides Seven-Son Flower 7 gal. 4 GTI Gleditsia triacanthos inermis 'Sunburst' Honeylocust 2"-2.5" cal. 9 NS Nyssa sylvatica Tupelo 2 2"-2.5" cal. RC Rhododendron carolinianum Carolina Rhododendron 24"-30" 7 CONSTRUCTION DOCUMENTS HA Hydrangea 'Mariesii' Lacecap Hydrangea 5 gal. 6 AP Acer palmatum 'Oshio Beni' Japanese Maple 4' - 5' ht. 1 PA Pennisetum alopecuroides Fountain Grass 2 gal. 3 IV Ilex verticillata 'Winter Red' Winterberry 5 gal. 8 AZ Azalea sp. Azalea 5 gal. 8 SP Stewartia pseudocamellia Japanese Stewartia 2"-2.5" cal. 1 6/17/2019 - REVISED STORM DRAIN 7/09/2019 - DPW COMMENTS 7/16/2019 - ISSUED FOR CONSTRUCTION CMC 8/6/2019 - LOT 1 PLANTING S S S S GGG G G G G G G2" S222.3' 8" PVC222.0' 222.0' SMH Rim: 231.89' G W WW WWWWW 8" PVC 8" CLDI S S W W W G G G D D D D 8" CLDI 2" 10" PVCSMH Rim: 230.45' 220.1' 220.1' 220.2' 220.3' DMH Rim: 229.94' 220.3' CB Rim: 230.07' CB Rim: 230.11' 222.8' 15" RCP 222.9' CB Rim: 230.02' 221.9' 231 231 232 232 232 231 231 231 232 233 234 229 228 216 217 218 219 221 222 223 224 226 227 228 229 231 232 233 234 236 237 238 239 239 238 237 236 232 233 234 236 237 228 227 229 226 222 223 221 224 216 219 217 218 226 229 227 228 224 221 222 223 230 230 225 220 230 230 230 235 230 235 240 235 225 220 230 225 220 231 231 232 232 232 231 231 231 232 233 234 229 228 216 217 218 219 221 222 223 224 226 227 228 229 231 232 233 234 236 237 238 239 239 238 237 236 232 233 234 236 237 228 227 229 226 222 223 221 224 216 219 217 218 226 229 227 228 224 221 222 223 230 230 225 220 230 230 230 235 230 235 240 235 225 220 230 225 220 Ford Crossing Olander Drive S S S TECTECTEC TEC TEC TEC TEC TEC TEC GGG G G G G G G2" S G W E WW WWWWW 8" CLDI W D D 8" CLDI 2" S S S S S S S S S 230 231 231 D 231 224 229 232 234 236 238 4 5 8 7 6 G G G G G G G G G G 229 230 230 E E E E 231 231 220 225 230 219.30 4.75% TYP. W W W W W W W W W W W W W W W W W W W W W W W W W W E E E E E E E E E E E E E E E W W W W W W W W W W W W W W WV WV WV WV WV D D D D D D D D D D D D D D D D D D D E E E E E E E E E E E E W W W W D D D D D D S S S S S S S S S S S S S S S S S S WV 231.21 231.80 232.50 232.33 232.0 232.08 FFE=232.40 FFE=232.95 FFE=233.65 FFE=233.23 FFE=233.15 231.21 231.17 231.80 232.50 232.00 232.00 233.40 232.87 232.44 232 231 231 232 232 231 232 232 232.00 232.00 232.50 231.21 231.80 231 231.80 231.21 232 232 232.50 232.00 232.00 TC 231.42 BC 230.92 TC 231.05 BC 230.55 231.65 231.59 230.74 231.47 231.25 231.01 231.85 231.61 231.43 231.21 231.50 233.40 232.98 232.98 231.95 231.66 232.87 231.90 232.01 232.08 232.20 232.68 232.56 232.40 232.29 232.70 232.70 232.13 231.59 231.44 232.15 232.15 BC 230.96 TC 231.46 BC 230.36 TC 230.86 231.41 231.28 231.80 231.92 231.67 232.26 232.19 232.09 231.85 231.41 231.36 232 NEW 6" PVC SANITARY SERVICE TYP. SANITARY CLEAN-OUT, TYP. OF 1 NEW TRANSFORMER & ELEC. SERVICE. COORD. W/ NATIONAL GRID. 6" PVC YARD DRAIN FOR OVERFLOW R=230.75 IN=229.50 2" TYPE K WATER SERVICE 6" PERF. HDPE DRAIN RUN FLAT YARD DRAIN FOR OVERFLOW R=231.50 IN=229.50 YARD DRAIN FOR OVERFLOW R=230.75 IN=229.50 INFILTRATION TRENCH SEE DETAIL DRY WELL FOR ROOF RUNOFF TYP. OF 5. SEE DETAIL INFILTRATION TRENCH PIPE INV=229.00 INFILTRATION TRENCH PIPE INV=229.00 SANITARY @ 1.8% CLEAN-OUT, TYP. OF 2 CLEAN-OUT, TYP. OF 2 10' TYP. YARD DRAIN R=231.00 INV= 229.00 WATER SERVICE TAP TO BE 1" TYPE K COPPER TO 3' BEYOND VALVE. 1" HDPE SERVICE TO WITHIN 10' OF BUILDING FOUNDATION. TYP. OF 5 10" HDPE @2.0% INV(D)=227.40 INV(S)=221.74 PROPOSED UTILITIES IN OLANDER DRIVE BY OTHERS CONNECT TO DRAIN MH INV=226.0 MH BY OTHERS NEW 2" WATER SERVICE TAPPED TO EXISTING STUB WATER SERVICE SHALL BE 5' (MIN.) FROM ELECTRICAL SERVICE GAS STUB TO BE ABANDONED REMOVE TO ALLOW TREE PLANTING, SEE SHEET L-401 COORD. W/ GAS CO. DOWNSPOUT CONNECTION TO DRYWELL, TYP. SANITARY STUB TO BE ABANDONED SEE NOTE 13 NEW SANITARY MANHOLE R=230.90 INV=220.87 COORDINATE WITH COHOUSING PROJECT SANITARY @ 1.8% RELOCATED LIGHT POLE SEE SHEET L-301 8.9% 1.0%1.0% 1.2% 1.1% 0.7% 2.0% 0.7% 2.0% 1.5% 6% TBM = TOP OF BOUND ELEV. 231.22 L-501 0' 20' 10' 40' 60' SCALE 1"=20'-0" (if printed full size @ 24" x 36") Checked By: Drawn By: Revisions Scale: Date: Sheet Number This drawing is not intended nor shall it be used for construction purposes unless the signed professional seal of a registered landscape architect, civil engineer or land surveyor employed by The Berkshire Design Group, Inc. is affixed above. Web: http://www.berkshiredesig n.com Email: bdg@berkshiredesign.com (413) 582-7000 4 Allen Place, Northampton, Massachusetts 01060 FAX (413) 582-7005 Landscape Architecture Civil Engineering Planning Berkshire Group, Inc. Design The Do not scale drawing for quantity take-offs or construction. Use written dimensions only. If dimensions are incomplete, contact The Berkshire Design Group Inc. for clarification. Land Surveying Copyright The Berkshire Design Group, Inc. This drawing and all of its contents are the express property of The Berkshire Design Group, Inc., and shall not be copied or used in any way without the written consent of The Berkshire Design Group, Inc. c F:\HOSPITAL HILL\WRIGHT BUILDERS\MEADOW RUN\DESIGN PROCESS\DRAWINGS\XREF\SITE PLAN.DWG PLOT DATE: 8/13/2019 MEADOW RUN @ VILLAGE HILL NORTHAMPTON, MA May 28, 2019 1"=20' JDS GRADING, DRAINAGE & UTILITY PLAN Grading & Utility Notes 1. Project benchmark is PK in utility pole at northwest corner of school, elevation=231.36, as per topographic survey by Toomey-Munson, dated April 23, 2001. 2. All sidewalks/walkways shall conform to the Massachusetts Architectural Access Board's (AAB) requirements. Typical sidewalk/walkway cross-slope is 1.5%. In no case shall sidewalk/walkway cross-slope exceed 2.0%. Notify Engineer of any discrepancies. 3. All materials and construction methods shall conform to the construction standards and specifications of the Town of Norfolk and the Massachusetts Department of Public Works. 4. All dimensions, elevations and layout shall be verified in the field by the contractor and approved by the Landscape Architect prior to beginning work. 5. All new or adjusted manholes, gas gates, water gates and water services to be flush with finished grade. 6. All new or adjusted catch basin rims shall be set 1/2 inch below finished grade. 7. Refer also to Site Electrical Plan for lighting and elec. manholes. 8. Notify the Landscape Architect of any discrepancies prior to construction. 9. All water lines shall have a minimum of 5' of cover over the crown of pipe. 10. Thrust blocks shall be constructed for all water lines at all angles, bends, branches, plugs and wherever else is necessary to prevent disruption of proper functioning of the line. 11. This project is subject to a Stormwater Permit issued by the Northampton DPW. The contractor shall comply with all conditions of the permit, including coordinating required inspections with DPW. 12. All drainage infrastructure, including dry wells and stone trenches, shall be inspected and approved by the Engineer at all critical stages before the work is buried. 13. Abandon existing sewer stub. Terminate pipe within tree belt between sidewalk and curb. Plug stub with brick and mortar. CONSTRUCTION DOCUMENTS 6/17/2019 - REVISED STORM DRAIN 7/09/2019 - DPW COMMENTS 7/12/2019 - DPW COMMENTS CMC 7/16/2019 - ISSUED FOR CONSTRUCTION 8/2/2019 - MINOR UTILITY REVISIONS 8/13/2019 - ADD TEMPORARY BENCHMARK L-601 Checked By: Drawn By: Revisions Scale: Date: Sheet Number This drawing is not intended nor shall it be used for construction purposes unless the signed professional seal of a registered landscape architect, civil engineer or land surveyor employed by The Berkshire Design Group, Inc. is affixed above. Web: http://www.berkshiredesign.com Email: bdg@berkshiredesign.com (413) 582-7000 4 Allen Place, Northampton, Massachusetts 01060 FAX (413) 582-7005 Landscape Architecture Civil Engineering Planning Berkshire Group, Inc. Design The Do not scale drawing for quantity take-offs or construction. Use written dimensions only. If dimensions are incomplete, contact The Berkshire Design Group Inc. for clarification. Land Surveying Copyright The Berkshire Design Group, Inc. This drawing and all of its contents are the express property of The Berkshire Design Group, Inc., and shall not be copied or used in any way without the written consent of The Berkshire Design Group, Inc. c F:\HOSPITAL HILL\WRIGHT BUILDERS\MEADOW RUN\DESIGN PROCESS\DRAWINGS\XREF\SITE PLAN.DWG PLOT DATE: 8/13/2019 MEADOW RUN @ VILLAGE HILL NORTHAMPTON, MA May 28, 2019 AS NOTED JDS SITE DETAILS UNDISTURBED OR COMPACTED SUBGRADE NOTE: IF UNSUITABLE CONDITIONS ARE ENCOUNTERED, DEPTH OF BASE MATERIAL MAY BE INCREASED IN THE FIELD. EXTEND GRAVEL 12" BEYOND EDGE OF PAVING WHERE ROAD IS NOT CURBED 2-1/2'' 12'' 1-1/2'' 12'' COMPACTED GRAVEL BASE (95% MIN DENSITY) 4" PROCESSED GRAVEL OVER 8" TYPE B MDOT HOT MIX ASPHALT BINDER COURSE MDOT HOT MIX ASPHALT WEARING COURSE GRAVEL BORROW 2''± PRECAST CONCRETE PATIO PAVERS 12"X12", COLOR: LIGHT GREY, COMPACTED GRAVEL BASE 95% MIN. DENSITY 6'' BROOM JOINTS WITH STONEDUST MIN. UNDISTURBED OR COMPACRTED SUBGRADE 1'' TYP. 8'' CAST IRON GRATE BY NYLOPLAST USA, INC. 8'' INLINE DRAIN BY NYLOPLAST USA, INC. OR APPROVED EQUAL 6" PVC DRAIN PIPE DRAIN AREA 20.3 S.I. CASTINGS SHALL BE RATED FOR LIGHT WHEEL TRAFFIC MATERIAL SHALL CONFORM TO ASTM A48-CLASS 30B CASTINGS SHALL BE PAINTED BLACK NOTES: 0.51'' 6" PVC ELBOW OR TEE FOR CONTINUATION TO DOWNSTREAM DRAIN WALK-SEE PLAN FOR MATERIAL SLOPED RAMP SURFACE SEE PLAN FOR MATERIAL CURB TRANSITION CURB-6'' REVEAL SEE PLAN FOR MATERIAL 12:1 MAX 6'' TYP. SEE PLAN FOR WIDTH 6'-0'' (MIN.) FLUSH WITH EDGE OF ROADWAY SLOPE 3' TYP. DETECTABLE WARNING STRIP PERPENDICULAR TO DIRECTION OF WALK WITH 3'' TROWELLED EDGES CONCRETE FINISH TO BE MEDIUM TEXTURE BROOM FINISH POLYETHYLENE FILLER SCORING LINES TO BE AT LEAST 1/4 THICKNESS OF SIDEWALK NOTE: 3/8'' PREMOLDED 8''2''2'' COMPACTED SUBGRADE UNDISTURBED OR 4000 P.S.I. GRAVEL BASE, 95% MIN. DENSITY WIRE MESH WITH 6''x6''x10/10 4'' CONCRETE COMPACTED JOINT SEALANT & RETAINER RING JOINTS AT ALL VERTICAL WALLS & ISOLATION JOINTS AT ALL FOOTINGS UNLESS OTHERWISE INDICATED ON PLAN; PROVIDE EXPANSION WALKWAYS: SCORING EVERY 5', EXPANSION JOINTS EVERY 20' * * * * CONCRETE THICKNESS SHALL BE INCREASED TO 6" WHERE SIDEWALK CROSSES A DRIVEWAY. 5x5 SQUARE HAND SPLIT POST W/ 1/2'' TOP CHAMFER 8'-0'' O.C. 4'' 42'' NOTES: 1. ALL WOOD TO BE NORTHERN WHITE CEDAR 2. ALL HARDWARE, FASTENERS TO BE GALVANIZED 3. SET POSTS 3' - 6'' DEEP IN WELL-TAMPED GRAVEL BACKFILL MORTICED JOINT, TYP. 4'' SQUARE HAND SPLIT RAIL FINISHED GRADE 4'' 8''6'' 20'' 42'' 2-5/8x4 GALV. WOOD SCREWS EACH JOINT Bituminous Concrete Paving L.601 1 Not to Scale Concrete Pavers L.601 2 Not to Scale Concrete Walk L.601 3 Not to Scale Yard Drain L.601 4 Not to Scale Accessible Curb Ramp L.601 6 Not to Scale Split Rail Fence L.601 7 Not to Scale Drywell L.601 11 Not to Scale CLEAN OUT FRAME AND COVER NEENAH MODEL R-1791-A OR EQUAL WITH WORD SEWER IN 3" LETTERS 6" MIN. CONCRETE GRADING RING OR 2 LAYERS SEWER BRICK MORTARED IN PLACE 2" THREADED PLUG 45° PVC SDR35 BEND 3/4" CRUSHED STONE BACK FILL WITH SAND AROUND PIPE TO 2" BELOW TOP OF CLEAN OUT 8" MIN. 12" MIN. 2" FINISH GRADE - SEE PLAN FOR MATERIAL FLOW NOTES: 1. LOCATE CLEANOUT UP GRADIENT OF SWEEP. 2. ALL PVC PIPE SHALL BE SDR35. 3. PIPE SIZES SHALL BE 6". PVC SDR35 PIPE SWEEP COMPACTED SUBGRADE PVC SDR35 WYE Sanitary Clean-out L.601 8 Not to Scale 12'' MIN. OVERLAP SOIL SEPARATOR FABRIC COMPACTED SUBGRADE PERFORATED HDPE PIPE SEE PLAN FOR PIPE SIZE 36'' 48"12" MIN. 3/4'' COMPACTED UNDISTURBED OR CRUSHED STONE AND PIPE INVERT BIT. CONC. DRIVE 12'' 4"-6" WASHED RIVER STONE Infiltration Trench L.601 12 Not to Scale Site Signage L.601 5 Not to Scale 18" TYP EXIT ONLY 18" x 18" x 2" THICK WOOD SIGN 3-1/2" TALL CARVED LETTERS 1/2" CARVED BORDER 18" TYP ENTER ONLY 4" x 4" WOOD PT POST, TYP. DRY WELL TO BE FLO WELL DRY WELL AS MANUFACTURED BY NDS. 12" 24" 3/4" CRUSHED STONE BACKFILL CONSTRUCTION DOCUMENTS 6/17/2019 - REVISED STORM DRAIN MIN. MIN. CEMENT CONCRETE 3000 PSI 95% MIN. DENSITY AS SPECIFIED 4'' SPECIFIED 6''AS MIN. 6''12'' BASE AND BACKFILL, COMPACTED SUBGRADE UNDISTURBED OR COMPACTED GRAVEL MATERIAL VARIES, SEE PLAN GRANITE CURB, TYPE ''V'' AS DETAILED BITUMINOUS CONCRETE PAVING 6'' Granite Curb L.601 9 Not to Scale 7/09/2019 - DPW COMMENTS 6" PVC CLEANOUT RISER 7/12/2019 - UPDATED PRICING SET CMC 7/16/2019 - ISSUED FOR CONSTRUCTION 23 Ford Crossing - Building Permit Application.pdf 23 Ford Crossing - UFP Lot 4 Meadow Run_Floor truss_CONTRACTOR_4-15-20.pdf OVERHANG INFO HEEL HEIGHT GABLE STUDS 00-04-03 24 IN. OC END CUT RETURN PLUMB NO REQ. ENGINEERING JOBSITE REQ. LAYOUTS JOBSITE 1 1 QUOTE LAYOUT CUTTING AEL AEL DATEBY S H I P T O 24 West St Hatfield, MA 01038 R.K. Miles-Hatfield S O L D T O (413) 247-8300 SALES REP ORDER DATE REQ. QUOTE DATE DELIVERY DATE / / / / / / ORDER # QUOTE # TERMS SALES AREA CUSTOMER PO # CUSTOMER ACCT # INVOICE # LMCWRKMI ORDERED BY SUPERINTENDENT JOBSITE PHONE # DATE OF INVOICE 20032523BF Brian Tetreault Massachusetts / / / Andy Clogston ( ) PAGE 1 SPECIAL INSTRUCTIONS: *3/19/20 plans. *Framing adjusted for recessed showers per 4/14/20 request. DELIVERY INSTRUCTIONS: JOB NAME: MODEL: TAG: Floor Clausing / Meadow Run Lot #4 BUILDING DEPARTMENT Floor Trusses JOB CATEGORY: Residential LOT # SUBDIV: DATE04/15/20 23 Ford Crossing Northampton, MA 01062 Clausing / Meadow Run Lot Andy Clogston 04/15/20 04/15/20 / / 155 Bay Road, PO Box 945, Belchertown, MA. 01007 Phone: 413-323-7247 Fax: 413-323-5780 UFP Belchertown, LLC QTY DEPTH O/A LEFT RIGHT CANTILEVER LEFT RIGHTID TOTAL PRICEPRICE UNITEND TYPE INT BEARING SIZE LOCATIONPROFILE FLOOR FLOOR TRUSS SPACING:24.0 IN. O.C. (TYP.) 1.00 PLY SPAN SPAN BASE LEFT RIGHT STUB F01 01-00-00 24-11-00 4 24-11-00 F02 01-00-00 28-01-06 9 28-01-06 F03 01-00-00 19-00-08 3 19-00-08 F03A 01-00-00 14-08-04 01-00-02 1 14-08-04 F04 01-00-00 26-03-00 1 26-03-00 F05 01-00-00 06-02-08 00-02-04 2 06-02-08 F06 01-00-00 24-04-06 4 24-04-06 F06A 01-00-00 18-02-00 2 18-02-00 F06B 01-00-00 11-08-08 00-02-04 1 11-08-08 F06G 01-00-00 24-04-06 1 24-04-06 F07 01-00-00 29-07-08 3 29-07-08 F07G 01-00-00 29-07-08 1 29-07-08 F08 01-00-00 03-07-00 1 03-07-00 F09 01-00-00 05-09-10 1 05-09-10 F10 01-00-00 13-03-08 1 13-03-08 F11 01-00-00 04-08-12 1 04-08-12 F12 01-00-00 03-01-00 1 03-01-00 F13 01-00-00 05-10-00 1 05-10-00 F14 01-00-00 09-03-06 3 09-03-06 F15 01-00-00 06-00-12 1 06-00-12 FLOOR SUB-TOTAL: FT-IN-16 ITEM TYPEQTY SIZE LENGTH PART NUMBER NOTES PRICEUNIT TOTAL PRICE ITEMS OVERHANG INFO HEEL HEIGHT GABLE STUDS 00-04-03 24 IN. OC END CUT RETURN PLUMB NO REQ. ENGINEERING JOBSITE REQ. LAYOUTS JOBSITE 1 1 QUOTE LAYOUT CUTTING AEL AEL DATEBY S H I P T O 24 West St Hatfield, MA 01038 R.K. Miles-Hatfield S O L D T O (413) 247-8300 SALES REP ORDER DATE REQ. QUOTE DATE DELIVERY DATE / / / / / / ORDER # QUOTE # TERMS SALES AREA CUSTOMER PO # CUSTOMER ACCT # INVOICE # LMCWRKMI ORDERED BY SUPERINTENDENT JOBSITE PHONE # DATE OF INVOICE 20032523BF Brian Tetreault Massachusetts / / / Andy Clogston ( ) PAGE 2 SPECIAL INSTRUCTIONS: *3/19/20 plans. *Framing adjusted for recessed showers per 4/14/20 request. DELIVERY INSTRUCTIONS: JOB NAME: MODEL: TAG: Floor Clausing / Meadow Run Lot #4 BUILDING DEPARTMENT Floor Trusses JOB CATEGORY: Residential LOT # SUBDIV: DATE04/15/20 23 Ford Crossing Northampton, MA 01062 Clausing / Meadow Run Lot Andy Clogston 04/15/20 04/15/20 / / 155 Bay Road, PO Box 945, Belchertown, MA. 01007 Phone: 413-323-7247 Fax: 413-323-5780 UFP Belchertown, LLC FT-IN-16 ITEM TYPEQTY SIZE LENGTH PART NUMBER NOTES PRICEUNIT TOTAL PRICE ITEMS 36-00-001.75" x 11.25" 2.0E PWLVLEWP 221 3 04-00-001.75" x 11.875" 2.0E PWLVLEWP 221 2 28-00-001.75" x 9.5" 2.0E PWLVLEWP 221 4 MSH418USP Hangers NE 2 MSH426Hanger 1 THO35118Hanger 10 ITEMS SUB-TOTAL: ACCEPTED BY BUYER PURCHASER: BY: TITLE: ADDRESS: PHONE: DATE: ACCEPTED BY SELLER BY: TITLE: DATE OF ACCEPTANCE: SUB-TOTAL GRAND TOTAL Quote is based on current design values at the time of quote (lumber, EWP, hardware, etc). Should any of these values change prior to completion of this project, reserves the right to adjust the sell price accordingly. UFP Belchertown, LLC QUOTE POLICY: QUOTE VALID FOR 7 DAYS. AFTER 7 DAYS, UFP RESERVES THE RIGHT TO REVIEW / ADJUST ALL PRICING. Sealed individual truss drawings are included in the pricing. Sealed layouts, stamped bracing diagrams are NOT included BUT can be provided for an additional charge. Full payment made on net 30 day terms. No pay-if paid terms. UFP reserves the right to hold shipments if we are not paid within the agreed upon payment terms Products PlotIDLengthProductPliesNet QtyFab Type DB1-228' 0"1.75" x 9.5" 2.0E PWLVL24MFD DB2-336' 0"1.75" x 11.25" 2.0E PWLVL33MFD FB1-24' 0"1.75" x 11.875" 2.0E PWLVL22MFD Bottomchord bearingatall droppedbeam locationstyp.DB1-3tobecon tiunous(notsplitatstairwayperplan)tocarrybearingwall forrooftrussesabove.F03AdoesnothangintoFB1-2.Blockingforheader locationsaroundtrussesatDB2-3typ. PadoutF02at stairway. 6-1/2"bearing requiredatthisloc. HANGERLIST MSH418-2 MSH426-1 THO35118-10 DB1-2 DB1-2 DB2-3 FB1-2 F05 F07 F07 F07 F03A F07G F04 F09 F08 F06A F06A F06 F06 F06 F05 F06B F06G F06 F10 F15 F11 F12 F13 F14 F14 F14 MSH418 MSH418 MSH426 THO35118 THO35118 THO35118 THO35118 THO35118 THO35118 THO35118 THO35118 THO35118 THO35118 F01(4) F02(4) F02(5) F03(3) 52' 0" 25' 2"21' 4"5' 6" 52' 0" 36' 0" 25' 6" 2' 6" 6' 0" 36' 0" 2' 0" 26' 6"25' 6" 13' 7"13' 11"13' 0" 11' 6" 3' 1" 10 1/4" 1' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 1' 3 1/2" 6" 1' 7 1/4" 2' 0" 1' 10 3/4" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 1' 3 1/2" 10 1/4" 1' 6" 12' 2" 3' 6" 10' 2 1/2" 10' 1 1/2" 9' 4" 9' 4" 9' 4" 15' 10 1/4" 1' 5" 5' 7" 3' 1" 4' 0 1/4" 4' 11" 2 3/4" 6' 4" 3' 1" 10" 5' 1 1/2" 18' 7" 13' 11" 10 1/4" 1' 6" 1' 7 1/4" 2' 0" 5' 1 1/2" 3' 1"7' 1 1/2" 3 ½ " m a x ShiftingofTrussBecauseofObstruction 2 4 " o c 2 7 ½ " o c m a x s p a c e 2x4 Floortrusscanbeshifted3½"toavoidobstructionsdue toplumbing,electrical,HVAC,etc.Itisrecommended thata2x4isattachedtothetopchordsoftheincreased spacedsideoftrussestoaccommodateplywood deckingengineeringcriteria.ONLYONEPEROC SPACING 07 F10FloorTrusstoBeamFaceMountHanger F01 2x6(Min)Strongback Restrain@EachEnd Securewith(3)16dNails@EachVertic al LocateasClosetoBottomChordasPossible StrongbacksSpacedat10'-0"(Max)areRequiredtoMaintainCertainFireAssemblies StrongbacksareRecommendedtoMinimizeVibration PlatedFloor-TrussStrongbackDetails (2)16dNails@Top&Bottom of2x4VerticalBlock 1stfloorframingdetail. 3" 3" 1/2" 10 1/4" 1/2" RoofArea0 ft² SheathingCount0 sheets OverhangLines0 ft RakedLines0 ft RidgeLines0 ft HipLines0 ft ValleyLines0 ft THISISATRUSSPLACEMENTDIAGRAMONLY.Thesetrussesaredesignedasindividualbuildingcomponentstobe incorporatedintothebuildingdesignatthespecificationofthebuildingdesigner.Seeindividualde signsheetsforeach trussdesignidentifiedontheplacementdrawing.Thebuildingdesignerisresponsiblefortemporaryandpermanentbracing oftheroofandfloorsystemandfortheoverallstructure.Thedesignofthetrusssuppor tstructureincludingheaders,beams, walls,andcolumnsistheresponsibilityofthebuildingdesigner.Forgeneralguidanceregardingbracing,consult"Bracingof woodtrusses"availablefromtheTrussPlateInstitute,583D'On ifrioDrive;Madison,WI53179.Itistheresponsiblilityofthe GeneralContractor/Superintendenttoverifythattheprovidedtrusslayoutshallmatchthefinalintendedconstructionplans, loadingconditions,anduse.Iftheydo not,itistheresponsiblilityoftheGeneralContractor/Superintendenttoprovide prints/planscontainingthelatestspecificationsanddesigns.UniversalForestProductswillnotberesponsibleforprint/plan changesbyothersafterfinalapprovalofshopdrawings,norwilltheyberesponsibleforerrorsormodificationsmadeon-site duringconstruction.DONOTCUT,NOTCH,DRILL,OROTHERWISE"REPAIR"MANUFACTUREDTRUSSESINANYWAY WITHOUTPRIORWRITTENAUTHORIZATIONBYALICENSEDPROFESSIONALDESIGNATEDBYUFP.UFPWILLNOT BEHELDRESPONSIBLEFORANYMODIFICATIONSOR"CHARGEBACKS"DONEWITHOUTPRIORWRITTEN AUTHORIZATIONFROMUFP Elkin-Arts&CraftsCot tage Lot-4MeadowRunNorthampton,MA 04/15/2020By:ael ForPricing 20032523BF Thefollowinginformationisan approximateandNOTguaranteed Possiblewallplatecrushingissues. Seeindividualtrussdrawingsfordetails. LeftEndof TrussSymbol LeftEndofTrussSymbol F09 *Note;Tobeusedwithtrussdrawings/Woodtruss doesnothavesymbolonit. LeftEndofTrussSymbol 3x6 FP 3x6 FP =6x6 =3x4 =4x12 = 3x4 = 3x6 =5x6 = 3x6 = 3x6 =5x6 =4x12 = 4x4 =4x12 =4x12 =5x6 = 3x6 = 3x6 =5x6 =4x12 = 3x4 =3x4 =6x6 25 24 23 22 21 20 19 18 17 16 1 15 26 28 2 3 4 5 6 7 27 8 9 10 11 12 13 14 W2 W3 W4 W4 W1W1 T1 T1 B1 T2 T3 B2 9-12 6-09-05 1-03-15 4-06-08 4-06-08 1-09-15 4-03-05 9-12 1-03-15 1-10-01 1-10-01 1-09-08 1-09-15 1-09-08 2-06-00 9-12 9-12 9-12 24-11-00 10-07-12 24-01-04 12-07-12 13-05-08 10000 9-00 9-00 3-00 1-00-00 9-00 9-00 3-00 1-00-00 Scale = 1:49 Plate Offsets (X, Y): [6:1-08,Edge], [12:1-08,Edge], [15:2-05,Edge], [18:1-08,Edge], [19:1-08,Edge], [22:1-08,Edge], [23:1-08,Edge] Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.65 Vert(LL) -0.20 23-24 >778 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.58 Vert(CT) -0.36 23-24 >426 360 BCLL 0.0 Rep Stress Incr NO WB 0.44 Horz(CT) -0.02 15 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-S Weight: 89 lb FT = 20%F, 12%E LUMBER TOP CHORD 2x4 SPF 2100F 1.8E(flat) BOT CHORD 2x4 SPF 2100F 1.8E(flat) WEBS 2x4 SPF No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 21-22. REACTIONS (lb/size) 1=675/5-08, (min. 1-08), 15=708/5-08, (min. 1-08), 21=1856/5-04, (min. 1-08) Max Grav 1=699 (LC 3), 15=748 (LC 4), 21=1856 (LC 1) 1 1 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-26=-1343/0, 2-26=-1341/0, 2-3=-1339/0, 3-4=-1339/0, 4-5=-2162/0, 5-6=-2162/0, 6-7=-2162/0, 7-27=0/1413, 8-27=0/1413, 8-9=0/1413, 9-10=0/1413, 10-11=-2087/0, 11-12=-2087/0, 12-13=-1431/0, 13-14=-1431/0, 14-28=-1428/0, 15-28=-1435/0 BOT CHORD 23-24=0/2253, 22-23=0/2162, 21-22=-143/1039, 20-21=0/1210, 19-20=0/1210, 18-19=0/2087, 17-18=0/2087 WEBS 8-21=-413/0, 10-21=-2219/0, 15-17=0/1557, 10-19=0/1158, 13-17=-339/0, 11-19=-344/0, 12-17=-691/0, 7-21=-2160/0, 1-24=0/1456, 7-22=0/1358, 6-22=-424/0, 4-24=-966/0, 4-23=-357/155 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 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. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 16-25=-20, 1-2=-100, 2-27=-100, 14-27=-131, 14-15=-132 2) Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 16-25=-20, 1-2=-100, 2-27=-100, 14-27=-131, 14-15=-132 3) 1st Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 16-25=-20, 1-2=-100, 2-27=-100, 8-27=-131, 8-14=-51, 14-15=-52 4) 2nd Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 16-25=-20, 1-2=-20, 2-27=-20, 8-27=-51, 8-14=-131, 14-15=-132 Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA F01 4 120032523BF Floor Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 15 11:34:49 Page: 1 ID:aICZW4jrepXL09jBZGU_jwyoeo5-rD1y4HfA9etyn_KhGjbLq4UugZgMKtn5rUUvwJzQ VFa This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. Continued on page 2 5) 3rd unbalanced Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 16-25=-20, 1-2=-100, 2-27=-100, 8-27=-131, 8-14=-51, 14-15=-52 6) 4th unbalanced Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 16-25=-20, 1-2=-20, 2-27=-20, 8-27=-51, 8-14=-131, 14-15=-132 7) 1st chase Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 16-25=-20, 1-26=-20, 2-26=-100, 2-6=-100, 6-27=-20, 8-27=-51, 8-14=-131, 14-28=-132, 15-28=-52 8) 2nd chase Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 16-25=-20, 1-2=-20, 2-5=-20, 5-27=-100, 14-27=-131, 14-28=-132, 15-28=-52 9) 3rd chase Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 16-25=-20, 1-26=-20, 2-26=-100, 2-27=-100, 12-27=-131, 12-14=-51, 14-15=-52 10) 4th chase Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 16-25=-20, 1-26=-20, 2-26=-100, 2-27=-100, 8-27=-131, 8-11=-51, 11-14=-131, 14-28=-132, 15-28=-52 11) 5th chase Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 16-25=-20, 1-26=-20, 2-26=-100, 2-6=-100, 6-27=-20, 8-27=-51, 8-14=-131, 14-28=-132, 15-28=-52 12) 6th chase Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 16-25=-20, 1-2=-20, 2-5=-20, 5-27=-100, 14-27=-131, 14-28=-132, 15-28=-52 13) 7th chase Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 16-25=-20, 1-26=-20, 2-26=-100, 2-27=-100, 12-27=-131, 12-14=-51, 14-15=-52 14) 8th chase Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 16-25=-20, 1-26=-20, 2-26=-100, 2-27=-100, 8-27=-131, 8-11=-51, 11-14=-131, 14-28=-132, 15-28=-52 Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA F01 4 120032523BF Floor Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 15 11:34:49 Page: 2 ID:aICZW4jrepXL09jBZGU_jwyoeo5-rD1y4HfA9etyn_KhGjbLq4UugZgMKtn5rUUvwJzQVFa This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 3x6 FP 3x6 FP =6x6 =3x4 =4x12 = 3x4 = 3x6 =5x6 = 3x6 = 3x6 =5x6 =4x12 =5x16 = 4x4 = 5x16 =5x6 = 3x6 = 3x6 =5x6 =3x6 =4x8 = 3x4 = 4x10 =5x10 = 3x6 26 25 24 23 22 21 20 19 18 17 127 2 3 4 5 6 7 8 92829 10 30 11 12 13 14 15 16 W2 W3 W4 W4 W4 W4W4 B1 T3T2 B2 W1 T1 9-12 6-09-05 1-03-15 4-06-08 4-06-08 1-10-06 8-03-00 1-09-08 1-10-01 2-06-002 -06-00 2-06-00 1-03-15 1-10-06 2-06-00 2-06-00 9-12 9-12 12-07-12 13-05-08 14-07-14 28-01-06 10000 9-00 9-00 3-00 1-00-00 1-00-00 Scale = 1:52.8 Plate Offsets (X, Y): [6:1-08,Edge], [12:1-08,Edge], [17:Edge,1-08], [19:1-08,Edge], [20:1-08,Edge], [23:1-08,Edge], [24:1-08,Edge] Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.85 Vert(LL) -0.32 18-19 >545 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.87 Vert(CT) -0.48 18-19 >363 360 BCLL 0.0 Rep Stress Incr NO WB 0.61 Horz(CT) 0.03 17 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-S Weight: 101 lb FT = 20%F, 12%E LUMBER TOP CHORD 2x4 SPF 2100F 1.8E(flat) BOT CHORD 2x4 SPF 2100F 1.8E(flat) WEBS 2x4 SPF No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 22-23.REACTIONS (lb/size) 1=635/5-08, (min. 1-08), 17=798/1-10, (min. 1-08), 22=2228/5-04, (min. 1-08) Max Grav 1=679 (LC 3), 17=828 (LC 4), 22=2228 (LC 1) 3 3 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-27=-1298/0, 2-27=-1296/0, 2-3=-1295/0, 3-4=-1295/0, 4-5=-1975/0, 5-6=-1975/0, 6-7=-1975/0, 7-8=0/1809, 8-9=0/1809, 9-28=0/1809, 28-29=0/1809, 10-29=0/1809, 10-30=-2878/0, 11-30=-2878/0, 11-12=-2878/0, 12-13=-2878/0, 13-14=-2900/0, 14-15=-2900/0 BOT CHORD 24-25=0/2146, 23-24=0/1975, 22-23=-634/768, 21-22=0/1579, 20-21=0/1579, 19-20=0/2878, 18-19=0/3241, 17-18=0/2014 WEBS 8-22=-511/0, 10-22=-3124/0, 15-17=-2128/0, 10-20=0/1562, 11-20=-461/0, 7-22=-2165/0, 1-25=0/1408, 7-23=0/1513, 6-23=-464/0, 4-25=-899/0, 4-24=-505/6, 15-18=0/980, 13-18=-377/0, 13-19=-628/28 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) All plates are 3x6 MT20 unless otherwise indicated. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 17. 5) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 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. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 9) CAUTION, Do not erect truss backwards. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 250 lb down at 14-10-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 17-26=-20, 1-2=-100, 2-28=-100, 28-29=-120, 29-30=-139, 16-30=-100 Concentrated Loads (lb) Vert: 28=-9, 29=-250 (F) 2) Dead: Lumber Increase=1.00, Plate Increase=1.00 Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA F02 9 120032523BF Floor Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 15 11:34:49 Page: 1 ID:FdllXgn1OvXH3MhynByLeryoe4q-rD1y4HfA9etyn_KhGjbLq4UrZZctKq35rUUvwJzQVFa This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. Continued on page 2 Uniform Loads (lb/ft) Vert: 17-26=-20, 1-2=-100, 2-28=-100, 28-29=-120, 29-30=-139, 16-30=-100 Concentrated Loads (lb) Vert: 28=-9, 29=-250 (F) 3) 1st Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 17-26=-20, 1-2=-100, 2-8=-100, 8-28=-20, 28-29=-40, 29-30=-59, 16-30=-20 Concentrated Loads (lb) Vert: 28=-9, 29=-250 (F) 4) 2nd Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 17-26=-20, 1-2=-20, 2-8=-20, 8-28=-100, 28-29=-120, 29-30=-139, 16-30=-100 Concentrated Loads (lb) Vert: 28=-9, 29=-250 (F) 5) 3rd unbalanced Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 17-26=-20, 1-2=-100, 2-8=-100, 8-28=-20, 28-29=-40, 29-30=-59, 16-30=-20 Concentrated Loads (lb) Vert: 28=-9, 29=-250 (F) 6) 4th unbalanced Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 17-26=-20, 1-2=-20, 2-8=-20, 8-28=-100, 28-29=-120, 29-30=-139, 16-30=-100 Concentrated Loads (lb) Vert: 28=-9, 29=-250 (F) 7) 1st chase Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 17-26=-20, 1-27=-20, 2-27=-100, 2-6=-100, 6-8=-20, 8-28=-100, 28-29=-120, 29-30=-139, 16-30=-100 Concentrated Loads (lb) Vert: 28=-9, 29=-250 (F) 8) 2nd chase Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 17-26=-20, 1-2=-20, 2-5=-20, 5-28=-100, 28-29=-120, 29-30=-139, 16-30=-100 Concentrated Loads (lb) Vert: 28=-9, 29=-250 (F) 9) 3rd chase Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 17-26=-20, 1-27=-20, 2-27=-100, 2-28=-100, 28-29=-120, 29-30=-139, 12-30=-100, 12-16=-20 Concentrated Loads (lb) Vert: 28=-9, 29=-250 (F) 10) 4th chase Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 17-26=-20, 1-27=-20, 2-27=-100, 2-8=-100, 8-28=-20, 28-29=-40, 29-30=-59, 11-30=-20, 11-16=-100 Concentrated Loads (lb) Vert: 28=-9, 29=-250 (F) 11) 5th chase Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 17-26=-20, 1-27=-20, 2-27=-100, 2-6=-100, 6-8=-20, 8-28=-100, 28-29=-120, 29-30=-139, 16-30=-100 Concentrated Loads (lb) Vert: 28=-9, 29=-250 (F) 12) 6th chase Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 17-26=-20, 1-2=-20, 2-5=-20, 5-28=-100, 28-29=-120, 29-30=-139, 16-30=-100 Concentrated Loads (lb) Vert: 28=-9, 29=-250 (F) 13) 7th chase Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 17-26=-20, 1-27=-20, 2-27=-100, 2-28=-100, 28-29=-120, 29-30=-139, 12-30=-100, 12-16=-20 Concentrated Loads (lb) Vert: 28=-9, 29=-250 (F) 14) 8th chase Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 17-26=-20, 1-27=-20, 2-27=-100, 2-8=-100, 8-28=-20, 28-29=-40, 29-30=-59, 11-30=-20, 11-16=-100 Concentrated Loads (lb) Vert: 28=-9, 29=-250 (F) Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA F02 9 120032523BF Floor Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 15 11:34:49 Page: 2 ID:FdllXgn1OvXH3MhynByLeryoe4q-rD1y4HfA9etyn_KhGjbLq4UrZZctKq35rUUvwJzQVFa This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 3x6 FP 3x6 FP =6x6 =3x4 =4x12 = 3x4 =3x6 =5x6 = 3x6 = 3x6 =5x6 =4x12 = 4x4 =4x10 =5x6 = 3x6 = 3x6 =5x6 =5x6 = 3x6 21 20 19 18 17 16 15 14 13 122 2 3 4 5 6 7 8 9 10 11 12 W2 W3 W4 W4 W4 T2 B1 B2 T3 W1 T1 9-12 6-09-05 1-03-15 4-06-08 2-00-08 1-06-00 2-00-08 1-06-001 -09-08 1-10-01 2 -06-00 1-03-15 206 00 2-06-00 912 912 5-07-00 19-00-08 12-07-12 13-05-08 1-00-00 9-00 9-00 3-00 1-00-00 1-00-00 Scale = 1:40.7 Plate Offsets (X, Y): [6:1-08,Edge], [10:1-08,Edge], [11:1-08,Edge], [13:Edge,1-08], [14:1-08,Edge], [18:1-08,Edge], [19:1-08,Edge] Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.49 Vert(LL) -0.20 19-20 >791 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.53 Vert(CT) -0.36 19-20 >437 360 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(CT) -0.01 16 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-S Weight: 69 lb FT = 20%F, 12%E LUMBER TOP CHORD 2x4 SPF 2100F 1.8E(flat) BOT CHORD 2x4 SPF 2100F 1.8E(flat) WEBS 2x4 SPF No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 1=723/5-08, (min. 1-08), 13=225/3-08, (min. 1-08), 16=1263/5-04, (min. 1-08) Max Grav 1=727 (LC 3), 13=291 (LC 4), 16=1263 (LC 1) 5 5 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-22=-1411/0, 2-22=-1410/0, 2-3=-1408/0, 3-4=-1408/0, 4-5=-2438/0, 5-6=-2438/0, 6-7=-2438/0, 7-8=0/695, 8-9=0/695, 9-10=0/687, 10-11=-383/144 BOT CHORD 19-20=0/2412, 18-19=0/2438, 17-18=0/1415, 16-17=0/1415, 15-16=-144/383, 14-15=-144/383, 13-14=-144/383 WEBS 9-16=-257/0, 7-16=-2035/0, 1-20=0/1531, 7-18=0/1191, 6-18=-363/0, 4-20=-1061/0, 4-19=-181/340, 11-13=-421/158, 10-16=-841/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) All plates are 3x6 MT20 unless otherwise indicated. 4) This truss is designed in accordance with the 2015 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 10-00-00 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. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA F03 3 120032523BF Floor Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 15 11:34:49 Page: 1 ID:HVEQlIUzKw4tnO4miSS62Nyoe02-rD1y4HfA9etyn_KhGjbLq4UxFZh8Ktu5rUUvwJzQVFa This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. =6x6 =3x4 =4x12 = 1.5x3 =3x6 =3x4 = 1.5x3 = 1.5x3 =4x6 =4x10 =3x8 = 3x4 = 1.5x3 = 1.5x3 15 14 13 12 11 10 116 2 3 4 5 6 7 8 9 W2 W3 T2 B1 W4W1 T1 9-12 6-09-05 1-05-01 4-08-00 1-00-02 1-05-01 1-10-01 1-09-08 2-06-00 2-10 13-08-02 9-12 9-12 1-00-02 14-08-04 12-07-12 13-05-08 1-00-00 9-00 9-00 3-00 1-00-00 1-00-00 Scale = 1:44.6 Plate Offsets (X, Y): [11:3-00,Edge], [12:1-08,Edge], [13:1-08,Edge] Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.75 Vert(LL) -0.24 13-14 >658 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.57 Vert(CT) -0.41 13-14 >380 360 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(CT) -0.01 11 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-S Weight: 53 lb FT = 20%F, 12%E LUMBER TOP CHORD 2x4 SPF No.2(flat) BOT CHORD 2x4 SPF 2100F 1.8E(flat) WEBS 2x4 SPF No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 5-5-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=772/5-08, (min. 1-08), 11=917/5-04, (min. 1-08) Max Grav 1=775 (LC 3), 11=917 (LC 1) 6 6 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-1510/0, 2-16=-1509/0, 2-3=-1507/0, 3-4=-1507/0, 4-5=-2807/0, 5-6=-2807/0, 6-7=-2807/0 BOT CHORD 13-14=0/2630, 12-13=0/2807, 11-12=0/1882 WEBS 8-11=-255/0, 7-11=-1983/0, 1-14=0/1638, 7-12=0/1119, 6-12=-312/0, 4-14=-1187/0, 4-13=-71/511 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) This truss is designed in accordance with the 2015 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 10-00-00 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. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA F03A 1 120032523BF Floor Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 15 11:34:49 Page: 1 ID:sAAjmbAHVeVbtFvO3?QdvhyodxH-rD1y4HfA9etyn_KhGjbLq4UtCZhWKsQ5rUUvwJzQVFa This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 3x6 FP 3x6 FP =6x6 =3x4 =4x12 = 3x4 = 3x6 =5x6 = 3x6 = 3x6 =5x6 =4x12 = 4x4 =4x12 =4x12 =5x6 = 3x6 = 3x6 =5x6 =3x6 =4x10 = 3x4 =3x4 =6x6 26 25 24 23 22 21 20 19 18 17 1 16 27 28 2 3 4 5 6 7 8 9 10 11 12 13 14 15 W2 W3 W4 W4 W4 W4 W1W1 T1 T1 B1 T2 T3 B2 9-12 6-09-05 1-03-15 4-06-08 4-06-08 2-00-15 5-04-05 9-12 1-09-08 1-10-01 1-10-01 2-06-002 -06-00 1-03-15 2-00-15 2-06-00 2-06-00 9-12 9-12 9-12 26-03-00 11-11-12 25-05-04 12-07-12 13-05-08 100 -00 9-00 9-00 3-00 1-00-00 9-00 9-00 3-00 1-00-00 Scale = 1:51.1 Plate Offsets (X, Y): [6:1-08,Edge], [12:1-08,Edge], [16:2-05,Edge], [19:1-08,Edge], [20:1-08,Edge], [23:1-08,Edge], [24:1-08,Edge] Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.55 Vert(LL) -0.20 24-25 >779 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.53 Vert(CT) -0.36 24-25 >429 360 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(CT) -0.03 16 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-S Weight: 94 lb FT = 20%F, 12%E LUMBER TOP CHORD 2x4 SPF 2100F 1.8E(flat) BOT CHORD 2x4 SPF 2100F 1.8E(flat) WEBS 2x4 SPF No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 22-23,20-22. REACTIONS (lb/size) 1=684/5-08, (min. 1-08), 16=639/5-08, (min. 1-08), 22=1695/5-04, (min. 1-08) Max Grav 1=709 (LC 3), 16=674 (LC 4), 22=1695 (LC 1) 7 7 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-27=-1366/0, 2-27=-1364/0, 2-3=-1362/0, 3-4=-1362/0, 4-5=-2248/0, 5-6=-2248/0, 6-7=-2248/0, 7-8=0/1283, 8-9=0/1283, 9-10=0/1283, 10-11=-2081/0, 11-12=-2081/0, 12-13=-2081/0, 13-14=-1269/0, 14-15=-1269/0, 15-28=-1270/0, 16-28=-1273/0 BOT CHORD 24-25=0/2302, 23-24=0/2248, 22-23=-58/1151, 21-22=-172/1120, 20-21=-172/1120, 19-20=0/2081, 18-19=0/1949 WEBS 8-22=-340/0, 10-22=-1988/0, 16-18=0/1380, 10-20=0/1222, 11-20=-375/0, 13-18=-753/0, 7-22=-2127/0, 1-25=0/1481, 7-23=0/1331, 6-23=-416/0, 4-25=-995/0, 4-24=-325/188 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) All plates are 3x6 MT20 unless otherwise indicated. 4) This truss is designed in accordance with the 2015 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 10-00-00 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. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA F04 1 120032523BF Floor Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 15 11:34:49 Page: 1 ID:FH_jcl81FQq3DgzQHuIYBsyods9-rD1y4HfA9etyn_KhGjbLq4UwEZhAKt65rUUvwJzQVFa This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. = 1.5x3 =3x6 =3x4 = 1.5x3 = 1.5x3 =4x4 = 2x4 =6x6 9 8 7 6 10 5111 2 3 4 W1 T1 B1 W2 W3 T2 BL1 10-07 1-08 1-10-01 2-06-00 204 204 9-12 602 08 5-02-08 504 12 100 00 8-06 8-06 3-10 1-00-00 9-00 9-00 3-00 1-00-00 Scale = 1:43.8 Plate Offsets (X, Y): [2:1-08,Edge], [5:2-05,Edge], [7:1-08,Edge] Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.41 Vert(LL) 0.08 6 >834 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.31 Vert(CT) -0.06 6 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-S Weight: 23 lb FT = 20%F, 12%E LUMBER TOP CHORD 2x4 SPF No.2(flat) BOT CHORD 2x4 SPF No.2(flat) WEBS 2x4 SPF No.2(flat) OTHERS 2x4 SPF No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 5=329/5-08, (min. 1-08), 9=329/3-08, (min. 1-08) 8 8 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-554/0, 3-4=-554/0, 4-11=-554/0, 5-11=-557/0 BOT CHORD 8-9=0/554, 7-8=0/554 WEBS 5-7=0/602, 2-9=-573/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Attach ribbon block to truss with 3-10d nails applied to flat face. 4) This truss is designed in accordance with the 2015 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 10-00-00 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. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA F05 2 120032523BF Floor Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 15 11:34:49 Page: 1 ID:JS_E?uf7cQJlzDvRhvOKw6yodea-rD1y4HfA9etyn_KhGjbLq4UyTZlcKx?5rUUvwJzQVFa This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 3x6 FP 3x6 FP = 3x6 =5x8 =3x8 =5x6 = 3x6 = 3x6 =5x6 = 3x4 =4x10 =4x12 = 4x4 =4x12 =4x10 =5x6 = 3x6 = 3x6 =5x6 =4x10 = 3x4 =3x4 =6x6 24 23 22 21 20 19 18 17 16 15 14251 2 3 4 5 6 7 8 9 10 11 12 13 W1 W2 W3 W3 B1 T1 T2 B2 W4 T3 1-00-07 1-09-082 -06-00 1-03-06 1-09-08 1-10-01 9-12 24-04-06 10-06-12 23-06-10 12-11-14 12-11-14 10000 9-00 9-00 3-00 1-00-00 Scale = 1:45.5 Plate Offsets (X, Y): [4:1-08,Edge], [11:1-08,Edge], [14:2-05,Edge], [17:1-08,Edge], [18:1-08,Edge], [22:1-08,Edge], [23:1-08,Edge], [24:Edge,1-08] Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.82 Vert(LL) -0.13 23-24 >999 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.73 Vert(CT) -0.30 23-24 >511 360 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(CT) 0.03 20 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-S Weight: 89 lb FT = 20%F, 12%E LUMBER TOP CHORD 2x4 SPF No.2(flat) BOT CHORD 2x4 SPF No.2(flat) WEBS 2x4 SPF No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 14=489/5-08, (min. 1-08), 20=1718/3-08, (min. 1-08), 24=643/1-10, (min. 1-08) Max Grav 14=557 (LC 4), 20=1718 (LC 1), 24=675 (LC 3) 9 9 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2178/0, 3-4=-2178/0, 4-5=-1646/0, 5-6=-1646/0, 6-7=0/1802, 7-8=0/1802, 8-9=0/1802, 9-10=-1520/11, 10-11=-1520/11, 11-12=-1057/0, 12-13=-1057/0, 13-25=-1058/0, 14-25=-1060/0 BOT CHORD 23-24=0/1550, 22-23=0/2178, 21-22=0/2178, 20-21=-287/689, 19-20=-661/680, 18-19=-661/680, 17-18=-11/1520, 16-17=-11/1520 WEBS 7-20=-296/0, 9-20=-1932/0, 14-16=0/1149, 9-18=0/1153, 12-16=-263/0, 11-16=-488/197, 6-20=-2226/0, 2-24=-1638/0, 6-21=0/1139, 2-23=0/663, 4-21=-843/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 24. 4) This truss is designed in accordance with the 2015 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 10-00-00 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. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA F06 4 120032523BF Floor Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 15 11:34:49 Page: 1 ID:hYuFvY8OqcIwkLkPSP?UVfyodUv-rD1y4HfA9etyn_KhGjbLq4Us6ZexKtp5rUUvwJzQVFa This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 3x6 FP 3x6 FP = 3x6 =5x6 =5x6 = 3x6 = 3x6 =5x6 =4x10 = 4x4 =3x10 =5x6 = 3x6 = 3x6 =5x6 =4x10 = 3x4 =3x4 =6x6 20 19 18 17 16 15 14 13 12 11211 2 3 4 5 6 7 8 9 10 W1 W2 T1 B1 B2 T2 W3 T3 1-00-07 2-06-00 1-03-08 1-10-01 9-12 18-02-00 6-09-08 6-09-08 10-06-12 17-04-04 100 00 9-00 9-00 3-00 1-00-00 Scale = 1:36.7 Plate Offsets (X, Y): [2:1-08,Edge], [3:1-08,Edge], [7:1-08,Edge], [11:2-05,Edge], [14:1-08,Edge], [15:1-08,Edge], [18:1-08,Edge], [20:Edge,1-08] Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.50 Vert(LL) -0.08 15-17 >999 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.60 Vert(CT) -0.18 15-17 >732 360 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(CT) 0.01 11 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-S Weight: 66 lb FT = 20%F, 12%E LUMBER TOP CHORD 2x4 SPF No.2(flat) BOT CHORD 2x4 SPF No.2(flat) WEBS 2x4 SPF No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 11=584/5-08, (min. 1-08), 17=1218/3-08, (min. 1-08), 20=304/ Mechanical, (min. 1-08) Max Grav 11=592 (LC 4), 17=1218 (LC 1), 20=356 (LC 3) 10 10 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-615/74, 3-4=0/798, 4-5=0/798, 5-6=-1784/0, 6-7=-1784/0, 7-8=-1144/0, 8-9=-1144/0, 9-10=-1144/0, 10-21=-1145/0, 11-21=-1147/0 BOT CHORD 19-20=-74/615, 18-19=-74/615, 17-18=-74/615, 16-17=0/1100, 15-16=0/1100, 14-15=0/1784, 13-14=0/1784 WEBS 4-17=-273/0, 3-17=-1118/0, 2-20=-648/78, 5-17=-1694/0, 11-13=0/1244, 5-15=0/844, 7-13=-674/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Refer to girder(s) for truss to truss connections. 4) This truss is designed in accordance with the 2015 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 10-00-00 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. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA F06A 2 120032523BF Floor Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 15 11:34:49 Page: 1 ID:hYuFvY8OqcIwkLkPSP?UVfyodUv-rD1y4HfA9etyn_KhGjbLq4Ux7Zg_Ku95rUUvwJzQVFa This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. = 1.5x3 =3x8 =3x8 =3x6 = 1.5x3 = 1.5x3 =3x4 =4x10 = 1.5x3 =3x4 =6x6 12 11 10 9 8 13 7141 2 3 4 5 6 W1 W2 T1 B1 W3 T2 BL1 1-08 1-02-15 1-10-01 2-06-00 2 04 2 04 9-12 11-08-08 10-08-08 10-10-12 1-00-00 8-06 8-06 3-10 1-00-00 9-00 9-00 3-00 1-00-00 Scale = 1:38.3 Plate Offsets (X, Y): [4:1-08,Edge], [7:2-05,Edge], [11:1-08,Edge] Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.46 Vert(LL) -0.13 11-12 >999 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.75 Vert(CT) -0.30 11-12 >436 360 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(CT) 0.01 7 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-S Weight: 43 lb FT = 20%F, 12%E LUMBER TOP CHORD 2x4 SPF No.2(flat) BOT CHORD 2x4 SPF No.2(flat) WEBS 2x4 SPF No.2(flat) OTHERS 2x4 SPF No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 7=659/5-08, (min. 1-08), 12=659/3-08, (min. 1-08) 11 11 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2120/0, 3-4=-2120/0, 4-5=-1263/0, 5-6=-1263/0, 6-14=-1265/0, 7-14=-1266/0 BOT CHORD 11-12=0/1547, 10-11=0/2120, 9-10=0/2120 WEBS 7-9=0/1374, 2-12=-1623/0, 2-11=0/716, 4-9=-922/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Attach ribbon block to truss with 3-10d nails applied to flat face. 4) This truss is designed in accordance with the 2015 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 10-00-00 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. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA F06B 1 120032523BF Floor Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 15 11:34:49 Page: 1 ID:hYuFvY8OqcIwkLkPSP?UVfyodUv -rD1y4HfA9etyn_KhGjbLq4UxiZemKtb5rUUvwJzQVFa This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. MT20HS 3x10 FP 3x6 FP = 3x6 =5x10 =4x12 =5x6 = 3x6 = 3x6 =5x6 = 3x4 =6x12 =MT18HS 7x22 = 4x4 =5x16 =4x12 =5x6 = 3x6 = 3x6 =5x6 =4x8 = 3x4 =3x4 =6x6 24 23 22 21 20 19 18 17 16 15 14251 2 3 4 5 6 7 8 9 10 11 12 13 W1 W2 W3 W3 B1 T1 T2 B2 W4 T3 1-00-07 1-09-08 2-06-00 1-03-06 1-10-01 1-09-08 9-12 24-04-06 10-06-12 23-06-10 12-11-14 12-11-14 10000 9-00 9-00 3-00 1-00-00 Scale = 1:45.5 Plate Offsets (X, Y): [4:1-08,Edge], [11:1-08,Edge], [14:2-05,Edge], [17:1-08,Edge], [18:1-08,Edge], [21:2-12,Edge], [22:1-08,Edge], [23:1-08,Edge], [24:Edge,1-08] Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.94 Vert(LL) -0.18 21-22 >871 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.57 Vert(CT) -0.24 21-22 >635 360 MT20HS 148/108 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(CT) 0.03 20 n/a n/a MT18HS 197/144 BCDL 10.0 Code IRC2015/TPI2014 Matrix-S Weight: 94 lb FT = 20%F, 12%E LUMBER TOP CHORD 2x4 SPF No.2(flat) *Except* T1:2x4 DF 2850F 2.3E or 2x4 SP 2850F 2.3E(flat) BOT CHORD 2x4 SPF 2100F 1.8E(flat) *Except* B2:2x4 SPF No.2(flat) WEBS 2x4 SPF No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 14=407/5-08, (min. 1-08), 20=2395/3-08, (min. 1-08), 24=799/1-10, (min. 1-08) Max Grav 14=461 (LC 4), 20=2395 (LC 1), 24=845 (LC 10) 12 12 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3300/0, 3-4=-3300/0, 4-5=-3163/0, 5-6=-3163/0, 6-7=0/2865, 7-8=0/2874, 8-9=0/2874, 9-10=-957/445, 10-11=-957/445, 11-12=-860/0, 12-13=-860/0, 13-25=-857/0, 14-25=-862/0 BOT CHORD 23-24=0/2043, 22-23=0/3300, 21-22=0/3300, 20-21=-166/610, 19-20=-1358/0, 18-19=-1358/0, 17-18=-445/957, 16-17=-445/957 WEBS 7-20=-298/0, 6-20=-3352/0, 2-24=-2158/0, 6-21=0/2937, 2-23=0/1329, 5-21=-1125/0, 3-23=-272/0, 4-21=-363/209, 9-20=-2166/0, 14-16=0/935, 9-18=0/1469, 12-16=-288/0, 10-18=-304/0, 11-16=-103/494 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) All plates are MT20 plates unless otherwise indicated. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 24. 5) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 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. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 8) CAUTION, Do not erect truss backwards. 9) Use USP THO35118 (With 10d x 1-1/2 nails into Girder & 2-10d x 1-1/2 nails into Truss) or equivalent at 9-5-2 from the left end to connect truss(es) F13 (1 ply 2x4 SPF) to back face of top chord. 10) Fill all nail holes where hanger is in contact with lumber. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 15-24=-20, 1-14=-100 Concentrated Loads (lb) Vert: 5=-751 (B) Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA F06G 1 120032523BF Floor Girder Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 15 11:34:49 Page: 1 ID:hYuFvY8OqcIwkLkPSP?UVfyodUv-rD1y4HfA9etyn_KhGjbLq4UqDZhaKni5rUUvwJzQVFa This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 3x6 FP 3x6 FP = 3x6 =5x6 =5x6 = 3x6 = 3x6 =5x6 =4x10 = 4x4 = 3x10 =5x6 = 3x6 = 3x6 =5x6 = 3x4 =4x10 =4x10 = 4x4 =4x10 =4x12 =5x6 = 3x6 = 3x6 =5x6 =4x10 = 3x4 =3x4 =6x6 30 29 28 27 26 25 24 23 22 21 20 19 18 17311 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 W1 W3 W2W2 W2 W2 B1 T2T1 B2 W4 T3 1-03-08 1-09-08 1-10-01 1-09-08 1-09-08 1-00-07 1-02-00 1-09-082 -06-00 9-12 29-07-08 5-03-00 5-03-00 10-06-12 28-09-12 13-00-00 18-03-00 1-00 00 9-00 9-00 3-00 1-00-00 Scale = 1:53.5 Plate Offsets (X, Y): [2:1-08,Edge], [3:1-08,Edge], [7:1-08,Edge], [14:1-08,Edge], [17:2-05,Edge], [20:1-08,Edge], [21:1-08,Edge], [25:1-08,Edge], [26:1-08,Edge], [28:1-08,Edge], [30:Edge,1-08] Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.76 Vert(LL) -0.12 24-25 >999 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.62 Vert(CT) -0.20 26-27 >783 360 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(CT) 0.02 22 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-S Weight: 109 lb FT = 20%F, 12%E LUMBER TOP CHORD 2x4 SPF No.2(flat) BOT CHORD 2x4 SPF No.2(flat) WEBS 2x4 SPF No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS All bearings 3-08. except 17=5-08 (lb) - Max Uplift All uplift 100 (lb) or less at joint(s) 30 Max Grav All reactions 250 (lb) or less at joint(s) except 17=556 (LC 5), 22=1672 (LC 11), 27=1199 (LC 3), 30=261 (LC 5) 13 13 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-311/256, 3-4=0/820, 4-5=0/827, 5-6=-1754/0, 6-7=-1754/0, 7-8=-1167/53, 8-9=-1167/53, 9-10=-1167/53, 10-11=0/1824, 11-12=0/1833, 12-13=-1512/17, 13-14=-1512/17, 14-15=-1054/0, 15-16=-1054/0, 16-31=-1055/0, 17-31=-1057/0 BOT CHORD 29-30=-256/311, 28-29=-256/311, 27-28=-256/311, 26-27=0/926, 25-26=0/1754, 24-25=0/1754, 23-24=-506/93, 22-23=-506/93, 21-22=-668/665, 20-21=-17/1512, 19-20=-17/1512 WEBS 11-22=-263/0, 3-27=-880/0, 2-30=-342/282, 10-22=-1679/0, 5-27=-1768/0, 10-24=0/1278, 5-26=0/893, 9-24=-262/0, 7-24=-819/0, 12-22=-1947/0, 17-19=0/1146, 12-21=0/1157, 15-19=-263/0, 14-19=-483/201 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) All plates are 3x6 MT20 unless otherwise indicated. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 30. 5) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 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. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 8) CAUTION, Do not erect truss backwards. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA F07 3 120032523BF Floor Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 15 11:34:49 Page: 1 ID:FPEGDODj0eJuCN8EKlZ2oDyodQx-rD1y4HfA9etyn_KhGjbLq4Ut_ZggKug5rUUvwJzQVFa This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 3x6 FP 3x6 FP = 3x6 =5x6 =5x6 = 3x6 = 3x6 =5x6 =5x16 = 4x4 = 5x16 =5x8 = 3x6 = 3x6 =5x6 = 2x4 =5x16 =5x16 = 4x4 =4x12 =4x12 =5x6 = 3x6 = 3x6 =5x6 =4x10 = 3x4 =3x4 =6x6 30 29 28 27 26 25 24 23 22 21 20 19 18 17311 2 3 4 5 6 7 89 10 11 12 13 14 15 16 W1 W3 W2W2 W2 B1 T2T1 B2 W4 T3 700 1-00-07 1-09-08 1-09-08 1-02-00 1-10-01 1-09-08 206 00 9-12 29-07-08 5-03-00 5-03-00 10-06-12 28-09-12 13 00-00 18 03-00 1-00-00 9-00 9-00 3-00 1-00-00 Scale = 1:53.5 Plate Offsets (X, Y): [2:1-08,Edge], [3:1-08,Edge], [7:1-08,Edge], [14:1-08,Edge], [17:2-05,Edge], [20:1-08,Edge], [21:1-08,Edge], [25:1-08,Edge], [26:1-08,Edge], [28:1-08,Edge], [30:Edge,1-08] Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.93 Vert(LL) -0.19 24-25 >814 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.70 Vert(CT) -0.26 24-25 >591 360 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(CT) 0.02 22 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-S Weight: 114 lb FT = 20%F, 12%E LUMBER TOP CHORD 2x4 SPF No.2(flat) *Except* T1:2x4 DF 2850F 2.3E or 2x4 SP 2850F 2.3E(flat) BOT CHORD 2x4 SPF 2100F 1.8E(flat) *Except* B2:2x4 SPF No.2(flat) WEBS 2x4 SPF No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS All bearings 3-08. except 17=5-08 (lb) - Max Uplift All uplift 100 (lb) or less at joint(s) except 30=-136 (LC 6) Max Grav All reactions 250 (lb) or less at joint(s) 30 except 17=493 (LC 5), 22=2044 (LC 11), 27=1707 (LC 16) 14 14 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-44/551, 3-4=0/1451, 4-5=0/1458, 5-6=-3539/0, 6-7=-3539/0, 7-8=-2507/0, 8-9=-2507/0, 9-10=-2507/0, 10-11=0/2425, 11-12=0/2434, 12-13=-1146/227, 13-14=-1146/227, 14-15=-926/0, 15-16=-926/0, 16-31=-923/0, 17-31=-929/0 BOT CHORD 29-30=-551/44, 28-29=-551/44, 27-28=-551/44, 26-27=0/1446, 25-26=0/3539, 24-25=0/3539, 23-24=-528/282, 22-23=-528/282, 21-22=-1002/78, 20-21=-227/1146, 19-20=-227/1146 WEBS 11-22=-257/0, 3-27=-1247/0, 2-30=-49/606, 10-22=-2480/0, 5-27=-2985/0, 10-24=0/2572, 5-26=0/2273, 8-24=-343/0, 6-26=-448/0, 7-24=-1444/0, 7-25=-267/0, 12-22=-2099/0, 17-19=0/1007, 12-21=0/1338, 15-19=-276/0, 13-21=-276/0, 14-19=-232/345 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) All plates are 3x6 MT20 unless otherwise indicated. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 136 lb uplift at joint 30. 5) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 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. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 8) CAUTION, Do not erect truss backwards. 9) Use USP THO35118 (With 10d x 1-1/2 nails into Girder & 2-10d x 1-1/2 nails into Truss) or equivalent at 11-3-12 from the left end to connect truss(es) F11 (1 ply 2x4 SPF) to front face of top chord. 10) Fill all nail holes where hanger is in contact with lumber. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 18-30=-20, 1-17=-100 Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA F07G 1 120032523BF Floor Girder Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 15 11:34:49 Page: 1 ID:FPEGDODj0eJuCN8EKlZ2oDyodQx-rD1y4HfA9etyn_KhGjbLq4UqQZfXKoJ5rUUvwJzQVFa This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. Continued on page 2 Concentrated Loads (lb) Vert: 7=-639 (F) Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA F07G 1 120032523BF Floor Girder Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 15 11:34:49 Page: 2 ID:FPEGDODj0eJuCN8EKlZ2oDyodQx-rD1y4HfA9etyn_KhGjbLq4UqQZfXKoJ5rUUvwJzQVFa This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. = 3x4 =3x6 =3x4 = 1.5x3 = 1.5x3 =3x4 =3x6 = 3x4 8 7 6 5 1 2 3 4 W1 W2 T1 B1 1-00-00 10-00 3-07-00 3-07-00 1-00-00 1-00-00 Scale = 1:35 Plate Offsets (X, Y): [2:1-08,Edge], [3:1-08,Edge] Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.29 Vert(LL) -0.01 7 >999 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.23 Vert(CT) -0.01 7 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.12 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-S Weight: 16 lb FT = 20%F, 12%E LUMBER TOP CHORD 2x4 SPF No.2(flat) BOT CHORD 2x4 SPF No.2(flat) WEBS 2x4 SPF No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 5=700/3-00, (min. 1-08), 8=700/3-00, (min. 1-08) 16 16 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-659/0 BOT CHORD 7-8=0/659, 6-7=0/659, 5-6=0/659 WEBS 3-5=-818/0, 2-8=-818/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8. 4) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 5) Load case(s) 1, 2, 3, 4, 5, 6 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 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. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 8) 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 + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 5-8=-20, 1-4=-400 (F=-300) 2) Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 5-8=-20, 1-4=-400 (F=-300) 3) 1st chase Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 5-8=-20, 1-3=-400 (F=-300), 3-4=-320 (F=-300) 4) 2nd chase Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 5-8=-20, 1-2=-320 (F=-300), 2-4=-400 (F=-300) 5) 3rd chase Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 5-8=-20, 1-3=-400 (F=-300), 3-4=-320 (F=-300) 6) 4th chase Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA F08 1 120032523BF Floor Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 15 11:34:49 Page: 1 ID:nos2qErbpwE1K_dimn4iGNyodXu-rD1y4HfA9etyn_KhGjbLq4U_OZmsKyj5rUUvwJzQVFa This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. Continued on page 2 Vert: 5-8=-20, 1-2=-320 (F=-300), 2-4=-400 (F=-300) Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA F08 1 120032523BF Floor Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 15 11:34:49 Page: 2 ID:nos2qErbpwE1K_dimn4iGNyodXu-rD1y4HfA9etyn_KhGjbLq4U_OZmsKyj5rUUvwJzQVFa This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. = 1.5x3 =3x6 =3x4 = 1.5x3 = 1.5x3 =3x4 =3x6 = 1.5x3 8 7 6 5 1 9 2 3 4 W1 W2 T1 B1 1-09-08 1-08-10 5-09-10 5-09-10 1-00-00 1-00-00 2-00-08 1-08-10 2-00-08 Scale = 1:33.6 Plate Offsets (X, Y): [2:1-08,Edge], [3:1-08,Edge] Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.55 Vert(LL) -0.05 7-8 >999 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.57 Vert(CT) -0.06 7-8 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.14 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-S Weight: 21 lb FT = 20%F, 12%E LUMBER TOP CHORD 2x4 SPF No.2(flat) BOT CHORD 2x4 SPF No.2(flat) WEBS 2x4 SPF No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 5-9-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 5=410/3-08, (min. 1-08), 8=521/5-04, (min. 1-08) 18 18 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-772/0 BOT CHORD 7-8=0/772, 6-7=0/772, 5-6=0/772 WEBS 3-5=-849/0, 2-8=-849/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4) Load case(s) 1, 2, 3, 4, 5, 6 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 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. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 250 lb down at 1-7-10 on top chord. The design/selection of such connection device(s) is the responsibility of others. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 8) 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 + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 5-8=-20, 1-4=-100 Concentrated Loads (lb) Vert: 9=-250 (F) 2) Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 5-8=-20, 1-4=-100 Concentrated Loads (lb) Vert: 9=-250 (F) 3) 1st chase Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 5-8=-20, 1-3=-100, 3-4=-20 Concentrated Loads (lb) Vert: 9=-250 (F) 4) 2nd chase Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA F09 1 120032523BF Floor Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 15 11:34:49 Page: 1 ID:VmaSyjDIVuTMkGJQlszwH ZyoeVN-rD1y4HfA9etyn_KhGjbLq4UwLZhSKxS5rUUvwJzQVFa This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. Continued on page 2 Uniform Loads (lb/ft) Vert: 5-8=-20, 1-2=-20, 2-4=-100 Concentrated Loads (lb) Vert: 9=-250 (F) 5) 3rd chase Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 5-8=-20, 1-3=-100, 3-4=-20 Concentrated Loads (lb) Vert: 9=-250 (F) 6) 4th chase Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 5-8=-20, 1-2=-20, 2-4=-100 Concentrated Loads (lb) Vert: 9=-250 (F) Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA F09 1 120032523BF Floor Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 15 11:34:49 Page: 2 ID:VmaSyjDIVuTMkGJQlszwHZyoeVN-rD1 y4HfA9etyn_KhGjbLq4UwLZhSKxS5rUUvwJzQVFa This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. = 1.5x3 =4x10 =5x16 =5x16 = 1.5x3 =3x6 = 1.5x3 = 2x4 =4x8 =5x12 = 1.5x3 =5x16 =4x10 = 1.5x3 14 13 12 11 10 9 1 15 2 3 4 5 6 7 8 W1 W2 T1 B1 W3 1-01-001 -09-08 2-06-00 13-03-08 13-03-08 1-00-00 1-00-00 Scale = 1:35.1 Plate Offsets (X, Y): [4:1-08,Edge], [5:1-08,Edge], [9:Edge,1-08], [11:1-08,Edge], [14:Edge,1-08] Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) -0.25 12-13 >636 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.86 Vert(CT) -0.36 12-13 >435 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(CT) 0.05 9 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-S Weight: 54 lb FT = 20%F, 12%E LUMBER TOP CHORD 2x4 SPF 2100F 1.8E(flat) BOT CHORD 2x4 DF 2850F 2.3E or 2x4 SP 2850F 2.3E(flat) WEBS 2x4 SPF No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 9=1118/3-08, (min. 1-08), 14=1224/3-08, (min. 1-08) Max Grav 9=1118 (LC 1), 14=1235 (LC 3) 20 20 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4050/0, 3-4=-4050/0, 4-5=-5283/0, 5-6=-3767/0, 6-7=-3767/0 BOT CHORD 13-14=0/2259, 12-13=0/5283, 11-12=0/5283, 10-11=0/5283, 9-10=0/2128 WEBS 7-9=-2353/0, 2-14=-2498/0, 7-10=0/1812, 2-13=0/1980, 3-13=-310/0, 5-10=-1970/0, 4-13=-1566/0, 4-12=-350/0, 5-11=0/430 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) This truss is designed in accordance with the 2015 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 10-00-00 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. 5) Use USP THO35118 (With 10d x 1-1/2 nails into Girder & 2-10d x 1-1/2 nails into Truss) or equivalent spaced at 5-5-0 oc max. starting at 0-9-8 from the left end to 6-2-8 to connect truss(es) F12 (1 ply 2x4 SPF), F11 (1 ply 2x4 SPF) to back face of top chord. 6) Fill all nail holes where hanger is in contact with lumber. 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 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 9-14=-20, 1-8=-100 Concentrated Loads (lb) Vert: 4=-671 (B), 15=-91 (B) Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA F10 1 120032523BF Floor Girder Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 15 11:34:50 Page: 1 ID:mQ0eOTbwfercgJIXMZC7h3zQW3I-rD1y4HfA9etyn_KhGjbLq4UuMZc?Krw5rUUvwJzQVFa This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. = 1.5x3 =3x8 =3x6 = 1.5x3 = 1.5x3 =3x6 =3x8 = 1.5x3 8 7 6 5 1 9 2 3 10 4 W1 W2 T1 B1 1-09-08 7-12 4-08-12 4-08-12 1-00-00 1-00-00 Scale = 1:39 Plate Offsets (X, Y): [2:1-08,Edge], [3:1-08,Edge] Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.91 Vert(LL) -0.03 7-8 >999 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.64 Vert(CT) -0.04 7-8 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.21 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-S Weight: 19 lb FT = 20%F, 12%E LUMBER TOP CHORD 2x4 SPF No.2(flat) BOT CHORD 2x4 SPF No.2(flat) WEBS 2x4 SPF No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 4-8-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 5=685/ Mechanical, (min. 1-08), 8=657/ Mechanical, (min. 1-08) Max Grav 5=771 (LC 4), 8=739 (LC 3) 21 21 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1167/0 BOT CHORD 7-8=0/1167, 6-7=0/1167, 5-6=0/1167 WEBS 3-5=-1283/0, 2-8=-1283/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Refer to girder(s) for truss to truss connections. 4) This truss is designed in accordance with the 2015 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 10-00-00 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. 6) Use USP THO35118 (With 10d x 1-1/2 nails into Girder & 2-10d x 1-1/2 nails into Truss) or equivalent at 1-6-0 from the left end to connect truss(es) F15 (1 ply 2x4 SPF) to front face of top chord. 7) Use USP MSH426 (With 16d nails into Girder & 6-16d nails into Truss) or equivalent at 1-10-4 from the left end to connect truss (es) F06A (1 ply 2x4 SPF) to back face of top chord. 8) Use USP THO35118 (With 10d x 1-1/2 nails into Girder & 2-10d x 1-1/2 nails into Truss) or equivalent at 3-10-4 from the left end to connect truss(es) F06A (1 ply 2x4 SPF) to back face of top chord. 9) Fill all nail holes where hanger is in contact with lumber. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 11) 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 + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 5-8=-20, 1-4=-100 Concentrated Loads (lb) Vert: 2=-256 (B), 9=-267 (F), 10=-266 (B) Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA F11 1 120032523BF Floor Girder Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 15 11:34:50 Page: 1 ID:hE574qcMn31dKU6RVArbFAzQWCK-rD1y4HfA9etyn_KhGjbLq4UqcZgQKwK5rUUvwJzQVFa This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. = 1.5x3 =3x4 =3x4 = 1.5x3 = 1.5x3 =3x4 =3x4 = 1.5x3 8 7 6 5 1 2 3 4 W1 W2 T1 B1 1-00-00 7-00 3-01-00 3-01-00 1-00-00 1-00-00 Scale = 1:34.4 Plate Offsets (X, Y): [2:1-08,Edge], [3:1-08,Edge] Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.06 Vert(LL) 0.00 7-8 >999 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.06 Vert(CT) 0.00 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-S Weight: 13 lb FT = 20%F, 12%E LUMBER TOP CHORD 2x4 SPF No.2(flat) BOT CHORD 2x4 SPF No.2(flat) WEBS 2x4 SPF No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 3-1-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 5=178/ Mechanical, (min. 1-08), 8=178/ Mechanical, (min. 1-08) 22 22 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced floor live loads have been considered for this design. 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Refer to girder(s) for truss to truss connections. 4) This truss is designed in accordance with the 2015 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 10-00-00 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. 6) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA F12 1 120032523BF Floor Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 15 11:34:50 Page: 1 ID:lzCNcydxpT64vAcFMeSzZIzQWIm-rD1y4HfA9etyn_KhGjbLq4U2vZpTKzB5rUUvwJzQVFa This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. =6x6 = 2x4 =3x4 =4x8 = 2x4 = 1.5x3 =4x8 =4x8 = 1.5x3 9 8 7 6 110 2 3 4 5 W2 T2 B1 T1 W3W1 1-09-08 1-04-08 9-12 9-12 5-00-04 5-10-00 1 00 00 9-00 9-00 3-00 1-00-00 1-00-00 Scale = 1:47.4 Plate Offsets (X, Y): [3:1-08,Edge], [4:1-08,Edge], [6:Edge,1-08], [8:1-08,Edge] Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.46 Vert(LL) -0.08 9 >747 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.55 Vert(CT) -0.16 9 >407 360 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(CT) -0.01 6 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-S Weight: 22 lb FT = 20%F, 12%E LUMBER TOP CHORD 2x4 SPF No.2(flat) BOT CHORD 2x4 SPF No.2(flat) WEBS 2x4 SPF No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 5-10-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=1188/5-08, (min. 1-08), 6=793/ Mechanical, (min. 1-08) Max Grav 1=1282 (LC 3), 6=851 (LC 4) 23 23 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-1663/0, 2-10=-1641/0, 2-3=-1642/0, 3-4=-1642/0 BOT CHORD 7-8=0/1642, 6-7=0/1642 WEBS 4-6=-1806/0, 1-8=0/1793, 3-8=-674/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Refer to girder(s) for truss to truss connections. 4) This truss is designed in accordance with the 2015 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 10-00-00 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. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. 8) Use USP THO35118 (With 16d x 2-1/2 nails into Girder & 2-10d x 1-1/2 nails into Truss) or equivalent at 0-10-8 from the left end to connect truss(es) F14 (1 ply 2x4 SPF) to front face of top chord. 9) Use USP THO35118 (With 10d nails into Girder & 2-10d x 1-1/2 nails into Truss) or equivalent at 2-4-8 from the left end to connect truss(es) F14 (1 ply 2x4 SPF) to front face of top chord. 10) Use USP THO35118 (With 10d x 1-1/2 nails into Girder & 2-10d x 1-1/2 nails into Truss) or equivalent at 3-11-12 from the left end to connect truss(es) F14 (1 ply 2x4 SPF) to front face of top chord. 11) Fill all nail holes where hanger is in contact with lumber. 12) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 13) 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 + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 6-9=-20, 1-5=-100 Concentrated Loads (lb) Vert: 4=-449 (F), 3=-449 (F), 10=-456 (F) Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA F13 1 120032523BF Floor Girder Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 15 11:34:50 Page: 1 ID:6hQNgB?lMa4jEJSdBT7Z?CzQVrt-rD1y4HfA9etyn_KhGjbLq4UxfZhnKsk5rUUvwJzQVFa This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. = 1.5x3 =3x8 =3x6 = 1.5x3 = 1.5x3 =3x4 =3x6 =3x6 = 1.5x3 9 8 7 6 1 2 3 4 5 W1 W2 T1 B1 2-06-00 1-03-06 9-03-06 9-03-06 1-00-00 1-00-00 Scale = 1:32 Plate Offsets (X, Y): [2:1-08,Edge], [7:1-08,Edge] Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.57 Vert(LL) -0.13 6-7 >825 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.45 Vert(CT) -0.28 6-7 >389 360 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-S Weight: 34 lb FT = 20%F, 12%E LUMBER TOP CHORD 2x4 SPF No.2(flat) BOT CHORD 2x4 SPF 2100F 1.8E(flat) WEBS 2x4 SPF No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 6=549/ Mechanical, (min. 1-08), 9=549/1-10, (min. 1-08) 24 24 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1371/0, 3-4=-1371/0 BOT CHORD 8-9=0/1371, 7-8=0/1371, 6-7=0/1181 WEBS 4-6=-1248/0, 2-9=-1445/0, 4-7=0/379 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9. 5) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 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. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA F14 3 120032523BF Floor Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 15 11:34:50 Page: 1 ID:SlXHlDcECYivZoliVW4qNAzQVtf-rD1y4HfA9etyn_KhGjbLq4UwyZiKKvD5rUUvwJzQVFa This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. = 1.5x3 =3x4 =3x4 = 1.5x3 = 1.5x3 =3x4 =3x4 = 1.5x3 8 7 6 5 1 9 2 3 4 W1 W2 T1 B1 1-09-08 1-11-12 6-00-12 6-00-12 1-00-00 1-00-00 Scale = 1:34 Plate Offsets (X, Y): [2:1-08,Edge], [3:1-08,Edge] Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.54 Vert(LL) -0.04 7-8 >999 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.38 Vert(CT) -0.05 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-S Weight: 22 lb FT = 20%F, 12%E LUMBER TOP CHORD 2x4 SPF No.2(flat) BOT CHORD 2x4 SPF No.2(flat) WEBS 2x4 SPF No.2(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 5=367/ Mechanical, (min. 1-08), 8=436/3-08, (min. 1-08) Max Grav 5=367 (LC 1), 8=472 (LC 3) 25 25 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-620/0 BOT CHORD 7-8=0/620, 6-7=0/620, 5-6=0/620 WEBS 3-5=-681/0, 2-8=-681/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Refer to girder(s) for truss to truss connections. 4) This truss is designed in accordance with the 2015 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 10-00-00 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. 6) Use USP THO35118 (With 10d x 1-1/2 nails into Girder & 2-10d x 1-1/2 nails into Truss) or equivalent at 0-9-8 from the left end to connect truss(es) F12 (1 ply 2x4 SPF) to front face of top chord. 7) Fill all nail holes where hanger is in contact with lumber. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 5-8=-20, 1-4=-100 Concentrated Loads (lb) Vert: 9=-91 (F) Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA F15 1 120032523BF Floor Girder Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 15 11:34:50 Page: 1 ID:cKmT?CxUnsoSSvCUg7nJRNzQW80-rD1y4HfA9etyn_KhGjbLq4UwRZkXKyu5rUUvwJzQ VFa 23 Ford Crossing - Superior Foundation Walls - stamps to follow.pdfRemote Desktop Redirected Printer Doc 23 Ford Crossing - Debris Disposal Affidavit.pdf 23 Ford Crossing - UFP Lot 4 Meadow Run_Roof truss_CONTRACTOR.pdf OVERHANG INFO HEEL HEIGHT GABLE STUDS 00-04-03 24 IN. OC END CUT RETURN PLUMB NO REQ. ENGINEERING JOBSITE REQ. LAYOUTS JOBSITE 1 1 QUOTE LAYOUT CUTTING AEL AEL DATEBY S H I P T O 24 West St Hatfield, MA 01038 R.K. Miles-Hatfield S O L D T O (413) 247-8300 SALES REP ORDER DATE REQ. QUOTE DATE DELIVERY DATE / / / / / / ORDER # QUOTE # TERMS SALES AREA CUSTOMER PO # CUSTOMER ACCT # INVOICE # LMCWRKMI ORDERED BY SUPERINTENDENT JOBSITE PHONE # DATE OF INVOICE 20032523B Brian Tetreault Massachusetts / / / Andy Clogston ( ) PAGE 1 SPECIAL INSTRUCTIONS: *3/19/20 plans. DELIVERY INSTRUCTIONS: JOB NAME: MODEL: TAG: Clausing / Meadow Run Lot #4 BUILDING DEPARTMENT Roof Trusses JOB CATEGORY: Residential LOT # SUBDIV: DATE04/01/20 23 Ford Crossing Northampton, MA 01062 Clausing / Meadow Run Lot Andy Clogston 04/01/20 04/01/20 / / 155 Bay Road, PO Box 945, Belchertown, MA. 01007 Phone: 413-323-7247 Fax: 413-323-5780 UFP Belchertown, LLC QTY TYPE SPAN LUMBER TOP BOT OVERHANG LEFT RIGHT CANTILEVER LEFT RIGHT PITCH TOP BOTID TOTAL PRICEPRICE UNITPROFILE ROOF TRUSSES LOADING TCLL-TCDL-BCLL-BCDL 65.0,10.0,0.0,10.0 STRESS INCR. 1.15INFORMATION ROOF TRUSS SPACING:24.0 IN. O.C. (TYP.)ROOF TRUSSES LOADING TCLL-TCDL-BCLL-BCDL 65.0,10.0,0.0,10.0 STRESS INCR. INFORMATION PLY LEFT RIGHT STUBO/ABASE SPAN G01 1 7.00 0.00 25-06-00 G01 NOTES: Engineering Notes: Additional 5 PSF added to TCDL to account for uniform loaded solar or PV panels. 2 X 6 2 X 8 COMMON 3 Ply 25-06-00 M01 7.00 0.00 13-08-08 2 X 6 2 X 4 MONOPITCH 8 13-08-08 M01GE 7.00 0.00 13-08-08 00-10-08 2 X 4 2 X 4 MONOPITCH 1 13-08-08 PB01 7.00 0.00 09-04-09 2 X 4 2 X 4 PIGGYBACK 2 09-04-09 PB02 7.00 0.00 09-04-09 2 X 4 2 X 4 PIGGYBACK 16 09-04-09 T01 7.00 0.00 46-06-00 T01 NOTES: Engineering Notes: Additional 5 PSF added to TCDL to account for uniform loaded solar or PV panels. 00-10-082 X 6 2 X 6 PIGGYBACK 4 46-06-00 T01A 7.00 0.00 46-06-00 2 X 6 2 X 6 PIGGYBACK 4 46-06-00 T01GE 7.00 0.00 26-06-00 T01GE NOTES: Engineering Notes: Additional 5 PSF added to TCDL to account for uniform loaded solar or PV panels. 00-10-08 00-10-082 X 6 2 X 4 COMMON 1 26-06-00 T01SGE 7.00 0.00 46-06-00 T01SGE NOTES: Engineering Notes: Additional 5 PSF added to TCDL to account for uniform loaded solar or PV panels. 00-10-082 X 6 2 X 6 PIGGYBACK 1 46-06-00 T02 7.00 0.00 32-09-04 2 X 6 2 X 4 PIGGYBACK 5 13-08-12 46-06-00 T03 7.00 0.00 32-09-04 00-10-08 2 X 6 2 X 4 PIGGYBACK 3 13-08-12 46-06-00 T03GE 7.00 0.00 32-09-04 00-10-08 2 X 6 2 X 4 PIGGYBACK 1 13-08-12 46-06-00 T04 7.00 0.00 22-00-00 T04 NOTES: Engineering Notes: Additional 5 PSF added to TCDL to account for uniform loaded solar or PV panels. 00-10-08 00-10-082 X 4 2 X 4 COMMON 7 22-00-00 T04GE 7.00 0.00 22-00-00 T04GE NOTES: Engineering Notes: Additional 5 PSF added to TCDL to account for uniform loaded solar or PV panels. 00-10-08 00-10-082 X 4 2 X 4 COMMON 1 22-00-00 OVERHANG INFO HEEL HEIGHT GABLE STUDS 00-04-03 24 IN. OC END CUT RETURN PLUMB NO REQ. ENGINEERING JOBSITE REQ. LAYOUTS JOBSITE 1 1 QUOTE LAYOUT CUTTING AEL AEL DATEBY S H I P T O 24 West St Hatfield, MA 01038 R.K. Miles-Hatfield S O L D T O (413) 247-8300 SALES REP ORDER DATE REQ. QUOTE DATE DELIVERY DATE / / / / / / ORDER # QUOTE # TERMS SALES AREA CUSTOMER PO # CUSTOMER ACCT # INVOICE # LMCWRKMI ORDERED BY SUPERINTENDENT JOBSITE PHONE # DATE OF INVOICE 20032523B Brian Tetreault Massachusetts / / / Andy Clogston ( ) PAGE 2 SPECIAL INSTRUCTIONS: *3/19/20 plans. DELIVERY INSTRUCTIONS: JOB NAME: MODEL: TAG: Clausing / Meadow Run Lot #4 BUILDING DEPARTMENT Roof Trusses JOB CATEGORY: Residential LOT # SUBDIV: DATE04/01/20 23 Ford Crossing Northampton, MA 01062 Clausing / Meadow Run Lot Andy Clogston 04/01/20 04/01/20 / / 155 Bay Road, PO Box 945, Belchertown, MA. 01007 Phone: 413-323-7247 Fax: 413-323-5780 UFP Belchertown, LLC QTY TYPE SPAN LUMBER TOP BOT OVERHANG LEFT RIGHT CANTILEVER LEFT RIGHT PITCH TOP BOTID TOTAL PRICEPRICE UNITPROFILE ROOF TRUSSES LOADING TCLL-TCDL-BCLL-BCDL 65.0,10.0,0.0,10.0 STRESS INCR. 1.15INFORMATION ROOF TRUSS SPACING:24.0 IN. O.C. (TYP.)ROOF TRUSSES LOADING TCLL-TCDL-BCLL-BCDL 65.0,10.0,0.0,10.0 STRESS INCR. INFORMATION PLY LEFT RIGHT STUBO/ABASE SPAN T05 7.00 0.00 25-06-00 T05 NOTES: Engineering Notes: Additional 5 PSF added to TCDL to account for uniform loaded solar or PV panels. 00-10-08 00-10-082 X 4 2 X 4 COMMON 2 25-06-00 T05GE 7.00 0.00 25-06-00 T05GE NOTES: Engineering Notes: Additional 5 PSF added to TCDL to account for uniform loaded solar or PV panels. 00-10-08 00-10-082 X 4 2 X 4 COMMON 1 25-06-00 V01 7.00 0.00 21-08-11 2 X 4 2 X 4 VALLEY 1 21-08-11 V02 7.00 0.00 17-08-11 2 X 4 2 X 4 VALLEY 1 17-08-11 V03 7.00 0.00 13-08-11 2 X 4 2 X 4 VALLEY 1 13-08-11 V04 7.00 0.00 09-08-11 2 X 4 2 X 4 VALLEY 1 09-08-11 V05 7.00 0.00 05-08-11 2 X 4 2 X 4 VALLEY 1 05-08-11 ROOF SUB-TOTAL: FT-IN-16 ITEM TYPEQTY SIZE LENGTH PART NUMBER NOTES PRICEUNIT TOTAL PRICE ITEMS 24-00-001.75" x 11.875" 2.0E PWLVLEWP 221 2 18-00-001.75" x 18" 2.0E PWLVLEWP 221 2 HUS26Hanger 20 ITEMS SUB-TOTAL: ACCEPTED BY BUYER PURCHASER: BY: TITLE: ADDRESS: PHONE: DATE: ACCEPTED BY SELLER BY: TITLE: DATE OF ACCEPTANCE: SUB-TOTAL DISCOUNT -4.72% SUB-TOTAL GRAND TOTAL Quote is based on current design values at the time of quote (lumber, EWP, hardware, etc). Should any of these values change prior to completion of this project, reserves the right to adjust the sell price accordingly. UFP Belchertown, LLC QUOTE POLICY: QUOTE VALID FOR 7 DAYS. AFTER 7 DAYS, UFP RESERVES THE RIGHT TO REVIEW / ADJUST ALL PRICING. Sealed individual truss drawings are included in the pricing. Sealed layouts, stamped bracing diagrams are NOT included BUT can be provided for an additional charge. Full payment made on net 30 day terms. No pay-if paid terms. UFP reserves the right to hold shipments if we are not paid within the agreed upon payment terms Products PlotIDLengthProductPliesNet QtyFab Type B1-224' 0"1.75" x 11.875" 2.0E PWLVL22MFD B2-218' 0"1.75" x 18" 2.0E PWLVL22MFD Truss Connector Total List ManufProductQty USPHUS2612 USPHUS26*8 Stickframebyothers Postdirectlyto undersideofG01 eachend.5" bearingsurface requiredtyp. Fieldapplynailer tocarrysheathing atridgetransition typ. BBO BBO BBO B2-2 B1-2 T01SGE T04GE T05GE T05 T05 G01 T01GE M01GET03GE V01 V02 V03 V04 V05 PB01 PB01 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 T01(4) T04(7) PB02(16) T02(5) T03(3) M01(8) T01A(4) 52' 0" 24' 6"22' 0" 5' 6" 52' 0" 36' 0" 16' 0" 52' 0" 25' 6" 2' 6" 22' 0" 50' 0" 2' 0" 26' 6" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 1' 10 1/2" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 1' 1 1/2" 11' 0" 14' 0" 11' 0" 10 1/4" 12' 6 1/4" 13' 7" 25' 6" 21' 4" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 16' 1" 10 1/4" 16' 0" RoofArea2889.91 ft² SheathingCount99 sheets OverhangLines93.88 ft RakedLines172.35 ft RidgeLines74.62 ft HipLines0 ft ValleyLines41.69 ft THISISATRUSSPLACEMENTDIAGRAMONLY.Thesetrussesaredesignedasindividualbuilding componentstobe incorporatedintothebuildingdesignatthespecificationofthebuildingdesigner.Seeindividualdesignsheetsforeach trussdesignidentifiedontheplacementdrawing.Thebuildingdesignerisresponsiblefor temporaryandpermanentbracing oftheroofandfloorsystemandfortheoverallstructure.Thedesignofthetrusssupportstructureincludingheaders,beams, walls,andcolumnsistheresponsibilityofthebuildingdesigner.Forge neralguidanceregardingbracing,consult"Bracingof woodtrusses"availablefromtheTrussPlateInstitute,583D'OnifrioDrive;Madison,WI53179.Itistheresponsiblilityofthe GeneralContractor/Superintendenttoverifyt hattheprovidedtrusslayoutshallmatchthefinalintendedconstructionplans, loadingconditions,anduse.Iftheydonot,itistheresponsiblilityoftheGeneralContractor/Superintendenttoprovide prints/planscontainingt helatestspecificationsanddesigns.UniversalForestProductswillnotberesponsibleforprint/plan changesbyothersafterfinalapprovalofshopdrawings,norwilltheyberesponsibleforerrorsormodificationsmadeon-site duringconstruction.DONOTCUT,NOTCH,DRILL,OROTHERWISE"REPAIR"MANUFACTUREDTRUSSESINANYWAY WITHOUTPRIORWRITTENAUTHORIZATIONBYALICENSEDPROFESSIONALDESIGNATEDBYUFP.UFPWILLNOT BEHELDRESPONSIBLEFORANYMODIFI CATIONSOR"CHARGEBACKS"DONEWITHOUTPRIORWRITTEN AUTHORIZATIONFROMUFP Elkin-Arts&CraftsCottage RoofFraming Lot-4MeadowRunNorthampton,MA 04/01/2020By:AEL ForPricing 20032523B Thefollowinginformationisan approximateandNOTguaranteed Possiblewallplatecrushingissues. Seeindividualtrussdrawingsfordetails. LeftEndof TrussSymbol LeftEndofTrussSymbol F09 *Note;Tobeusedwithtrussdrawings/Woodtruss doesnothavesymbolonit. LeftEndofTrussSymbol 7 12 =10x12 = 2x4 =8x8 = 5x6 =12x12 = MT18HS 5x12 =6x8 =12x12 = 3x8 =8x8 = 2x4 = 8x12 19 20 12 21 22 11 2324 10 9 25 26 8 27 28 1 7 62 3 5 4 T1 T1 B1 B2 W4 W3 W2 W1 W4 W3W2 W1 HW1 HW2 4-01-13 8-07-03 4-01-13 21-00-11 4-05-05 4-05-05 4-01-13 12-09-00 4-01-13 16-10-13 4-05-05 25-06-00 4-11-13 15-02-14 4-11-13 10-03-02 4-11-13 20-02-11 5-03-05 25-06-00 5-03-05 5-03-05 1-00-00 8-05-04 Scale = 1:62.9 Plate Offsets (X, Y): [7:1-02,1-14], [8:4-00,4-12], [9:6-00,6-04], [12:4-00,5-08] Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.67 Vert(LL) -0.19 11-12 >999 240 MT20 197/144 (Roof Snow = 35.0) Lumber DOL 1.15 BC 0.66 Vert(CT) -0.32 11-12 >971 180 MT18HS 197/144 TCDL 15.0 Rep Stress Incr NO WB 0.83 Horz(CT) 0.09 7 n/a n/a BCLL 0.0* Code IRC2015/TPI2014 Matrix-MS Wind(LL) 0.08 11-12 >999 360 BCDL 10.0 Weight: 558 lb FT = 20% LUMBER TOP CHORD 2x6 SPF 2100F 1.8E BOT CHORD 2x8 SP 2400F 2.0E WEBS 2x4 SPF No.2 WEDGE Left: 2x6 SPF No.2 Right: 2x8 SP No.1 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=15467/4-08, (min. 4-04), 7=14913/4-08, (min. 4-02) Max Horiz 1=-182 (LC 23) Max Uplift 1=-1173 (LC 10), 7=-1104 (LC 11) 1 1 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-22679/1724, 2-3=-22298/1758, 3-4=-18831/1512, 4-5=-18490/1479, 5-6=-21081/1637, 6-7=-21444/1600 BOT CHORD 1-19=-1500/19093, 19-20=-1500/19093, 12-20=-1500/19093, 12-21=-1280/17010, 21-22=-1280/17010, 11-22=-1280/17010, 11-23=-928/13185, 23-24=-928/13185, 10-24=-928/13185, 9-10=-928/13185, 9-25=-1175/16545, 25-26=-1175/16545, 8-26=-1175/16545, 8-27=-1306/18053, 27-28=-1306/18053, 7-28=-1306/18053 WEBS 4-9=-742/9123, 5-9=-2257/283, 5-8=-278/3280, 6-8=-300/831, 4-11=-836/10097, 3-11=-2844/342, 3-12=-393/4428, 2-12=-302/912 NOTES (12) 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 6-00 oc. Bottom chords connected as follows: 2x8 - 4 rows staggered at 5-00 oc. Web connected as follows: 2x4 - 1 row at 9-00 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=125mph (3-second gust) Vasd=99mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1173 lb uplift at joint 1 and 1104 lb uplift at joint 7. 10) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 24-0-12 to connect truss(es) T01 (1 ply 2x6 SPF), T01A (1 ply 2x6 SPF), T02 (1 ply 2x4 SPF) to back face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA G01 1 320032523B Common Girder Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 01 12:52:46 Page: 1 ID:RNIu?Y3tUbzL3WuQAPdzt8zQ6pj-cdpzyyfeSi8er?YwM8SC3yAyXNqycNHp?48cAXzV5QW This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. Continued on page 2 13) Additional 5 PSF added to TCDL to account for uniform loaded solar or PV panels. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-4=-100, 4-7=-100, 13-16=-20 Concentrated Loads (lb) Vert: 10=-2447 (B), 8=-1938 (B), 11=-2447 (B), 19=-2445 (B), 20=-2445 (B), 21=-2445 (B), 22=-2445 (B), 24=-2447 (B), 25=-2447 (B), 26=-1938 (B), 27=-1938 (B), 28=-1938 (B) Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA G01 1 320032523B Common Girder Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 01 12:52:46 Page: 2 ID:RNIu?Y3tUbzL3WuQAPdzt8zQ6pj-cdpzyyfeSi8er?YwM8SC3yAy XNqycNHp?48cAXzV5QW This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 7 12 = 3x8 = 3x4 = 1.5x3 = 3x4 = 4x6 =3x4 =4x10 =3x4 =3x4 7 6 1 8 13 2 3 4 5 T2 T1 W3 B1 W1 W2 BL1 HW1 6-10-04 13-08-08 6 -10-04 6 -10-04 308 13 08 08 6-06-12 13-05-00 6 -10-04 6 -10-04 8-11-15 100 00 7-05-15 1-06-00 Scale = 1:64.8 Plate Offsets (X, Y): [1:5-10,Edge], [3:1-12,1-08], [5:3-00,Edge] Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.06 6-7 >999 240 MT20 197/144 (Roof Snow = 35.0) Lumber DOL 1.15 BC 0.39 Vert(CT) -0.12 6-7 >999 180 TCDL 15.0 Rep Stress Incr YES WB 0.95 Horz(CT) 0.08 13 n/a n/a BCLL 0.0* Code IRC2015/TPI2014 Matrix-MP Wind(LL) 0.02 7-11 >999 360 BCDL 10.0 Weight: 78 lb FT = 20% LUMBER TOP CHORD 2x6 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 SLIDER Left 2x6 SPF No.2 -- 1-11-12 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide.REACTIONS (lb/size) 1=813/3-08, (min. 1-08), 13=779/3-08, (min. 1-08) Max Horiz 1=258 (LC 12) Max Uplift 1=-5 (LC 12), 13=-171 (LC 12) Max Grav 1=850 (LC 18), 13=927 (LC 18) 3 3 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-467/73, 2-3=-752/24, 3-4=-279/0, 6-13=-167/573, 5-13=-167/573 BOT CHORD 1-7=-354/778, 6-7=-287/778 WEBS 3-7=0/295, 3-6=-898/335, 5-13=-929/292 NOTES 1) Wind: ASCE 7-10; Vult=125mph (3-second gust) Vasd=99mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) and C-C Exterior (2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5 lb uplift at joint 1 and 171 lb uplift at joint 13. 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA M01 8 120032523B Monopitch Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 01 12:52:46 Page: 1 ID:RNIu?Y3tUbzL3WuQAPdzt8zQ6pj-cdpzyyfeSi8er?YwM8SC3yA0eNuDcKxp?48cAXzV5QW This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 7 12 = MT20HS 3x10 = 6x6 = 3x4 = 2x4 =3x6 =3x4 =3x4 17 16 15 14 13 12 11 1 2 18 23 3 4 5 6 24 7 8 9 10 T2 T1 W1 B1 ST6 ST5 ST4 ST3 ST2 ST1 BL1 HW1 1-06-00 10-08 -10-08 13-08-08 13-08-08 3-08 13-08-08 13-05-00 13-05-00 8-11-15 1-00-00 7-05-15 1-06-00 Scale = 1:63.6 Plate Offsets (X, Y): [2:2-08,0-02], [3:3-00,2-04], [10:3-00,Edge] Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) 0.00 16-17 >999 240 MT20 197/144 (Roof Snow = 35.0) Lumber DOL 1.15 BC 0.03 Vert(CT) 0.00 16-17 >999 180 MT20HS 148/108 TCDL 15.0 Rep Stress Incr YES WB 0.26 Horz(CT) 0.00 2 n/a n/a BCLL 0.0* Code IRC2015/TPI2014 Matrix-MR Wind(LL) 0.00 21 >999 360 BCDL 10.0 Weight: 88 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 SLIDER Left 2x8 SP No.1 -- 1-11-15 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS All bearings 13-05-00. except 23=3-04 (lb) - Max Horiz 2=271 (LC 12), 19=271 (LC 12) Max Uplift All uplift 100 (lb) or less at joint(s) 2, 12, 13, 14, 15, 16, 19, 23 except 17=-156 (LC 12) Max Grav All reactions 250 (lb) or less at joint(s) 2, 11, 14, 15, 16, 19, 23 except 12=295 (LC 19), 13=326 (LC 19), 17=255 (LC 22) 4 4 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-335/284, 4-5=-271/231 WEBS 9-12=-259/93, 7-13=-284/109, 3-17=-268/229 NOTES 1) Wind: ASCE 7-10; Vult=125mph (3-second gust) Vasd=99mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) and C-C Exterior (2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.33 2) 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. 3) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6) All plates are MT20 plates unless otherwise indicated. 7) All plates are 1.5x3 MT20 unless otherwise indicated. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 11) Bearing at joint(s) 23 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 12, 13, 14, 15, 16, 2, 23 except (jt=lb) 17=155. 13) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA M01GE 1 120032523B Monopitch Supported Gable Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 01 12:52:46 Page: 1 ID:RNIu?Y3tUbzL3WuQAPdzt8zQ6pj-cdpzyyfeSi8er?YwM8SC3yA42N_vcVAp?48cAXzV5QW This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 7 12 =2x4 =4x4 = 1.5x3 = 2x4 1 5 2 6 4 87 3 T1 T1 B1 ST1 9-12 9-12 9-12 11-00-00 4-08-04 5-06-00 4-08-04 10-02-04 9-04-09 3-02-12 4-05 1-10 -1-10 3-01-02 3-01-02 Scale = 1:32.7 Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.62 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow = 35.0) Lumber DOL 1.15 BC 0.19 Vert(CT) n/a - n/a 999 TCDL 15.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 4 n/a n/a BCLL 0.0* Code IRC2015/TPI2014 Matrix-P BCDL 10.0 Weight: 28 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=358/9-04-09, (min. 1-15), 4=358/9-04-09, (min. 1-15), 6=516/9-04-09, (min. 1-15) Max Horiz 2=75 (LC 11) Max Uplift 2=-52 (LC 12), 4=-59 (LC 13) Max Grav 2=359 (LC 19), 4=359 (LC 20), 6=516 (LC 1) 5 5 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-6=-399/120 NOTES 1) Wind: ASCE 7-10; Vult=125mph (3-second gust) Vasd=99mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) and C-C Exterior (2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.33 2) 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. 3) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 4-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 lb uplift at joint 2 and 59 lb uplift at joint 4. 11) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA PB01 2 120032523B Piggyback Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 01 12:52:46 Page: 1 ID:RNIu?Y3tUbzL3WuQAPdzt8zQ6pj-cdpzyyfeSi8er?YwM8SC3yAzLNyQcY6p?48cAXzV5QW This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 7 12 =2x4 =4x4 = 1.5x3 =2x4 51 2 6 4 7 8 3 T1 T1 B1 ST1 9-12 -9-12 9-12 10-02-04 4-08-04 4-08-04 4-08-04 9-04-09 9-04-09 3-02-12 4-05 3-01-02 Scale = 1:34.1 Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.62 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow = 35.0) Lumber DOL 1.15 BC 0.19 Vert(CT) n/a - n/a 999 TCDL 15.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 4 n/a n/a BCLL 0.0* Code IRC2015/TPI2014 Matrix-P BCDL 10.0 Weight: 28 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=358/9-04-09, (min. 1-15), 4=358/9-04-09, (min. 1-15), 6=516/9-04-09, (min. 1-15) Max Horiz 2=-75 (LC 10) Max Uplift 2=-52 (LC 12), 4=-59 (LC 13) Max Grav 2=359 (LC 19), 4=359 (LC 20), 6=516 (LC 1) 6 6 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-6=-399/120 NOTES 1) Wind: ASCE 7-10; Vult=125mph (3-second gust) Vasd=99mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) and C-C Exterior (2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.33 2) 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. 3) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 4-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 lb uplift at joint 2 and 59 lb uplift at joint 4. 11) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA PB02 16 120032523B Piggyback Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 01 12:52:46 Page: 1 ID:RNIu?Y3tUbzL3WuQAPdzt8zQ6pj-cdpzyyfeSi8er?YwM8SC3yAzLNyQcY6p?48cAXzV5QW This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 7 12 = 6x8 = 4x6 = 2x4 = 4x8 =4x4 = 5x6 =6x10 =5x8 = 2x4 = 6x6 =MT18HS 5x12 = 4x4 = 5x6 = 2x4 = 4x4 = 5x8 12 29 30 18 31 17 32 16 33 15 3414 13 35 36 111 2 10 3 9 4 8 27 28 5 6 7 T2 T1 T3 T4 T5 B1 B3 B2 W1 W2 W3 W4 W3 W2 W1 HW1 HW1 3-07 28-09-07 3-07 18-00-00 10-08 47-04-08 5-03-00 23-03-00 5-03-00 28-06-00 9-00-01 9-00-01 8-08-09 17-08-09 8-08-09 37-05-15 9-00-01 46-06-00 1-07-11 34-07-07 9-08-12 32-11-12 11-04-07 23-03-00 11-10-09 11-10-09 11-10-09 46-06-00 11-04-08 100 -00 11-04-00 Scale = 1:83.1 Plate Offsets (X, Y): [7:3-00,4-00] Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.96 Vert(LL) -0.31 16-18 >999 240 MT20 197/144 (Roof Snow = 35.0) Lumber DOL 1.15 BC 0.94 Vert(CT) -0.51 16-18 >779 180 MT18HS 197/144 TCDL 15.0 Rep Stress Incr NO WB 0.73 Horz(CT) 0.09 11 n/a n/a BCLL 0.0* Code IRC2015/TPI2014 Matrix-MS Wind(LL) 0.10 16-18 >999 360 BCDL 10.0 Weight: 263 lb FT = 20% LUMBER TOP CHORD 2x6 SPF No.2 *Except* T2:2x6 SPF 2100F 1.8E BOT CHORD 2x6 SPF No.2 *Except* B3:2x6 SPF 2100F 1.8E WEBS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 -- 1-11-12, Right 2x4 SPF No.2 -- 1-11-12 BRACING TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins, except 2-0-0 oc purlins (4-7-6 max.): 5-7. BOT CHORD Rigid ceiling directly applied or 9-6-4 oc bracing. WEBS 1 Row at midpt 5-16, 6-16, 7-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=2465/ Mechanical, (min. 1-08), 11=2087/3-08, (min. 2-10), 14=1115/3-08, (min. 1-08) Max Horiz 1=-262 (LC 10) Max Uplift 1=-177 (LC 12), 11=-182 (LC 13), 14=-26 (LC 12) Max Grav 1=2465 (LC 1), 11=2087 (LC 1), 14=1189 (LC 2) 7 7 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1601/132, 2-3=-3786/891, 3-4=-3441/923, 4-27=-3205/933, 5-27=-3076/953, 5-6=-2301/768, 6-7=-2301/768, 7-28=-2093/773, 8-28=-2243/754, 8-9=-2491/733, 9-10=-2833/710, 10-11=-1476/136 BOT CHORD 1-29=-592/3209, 29-30=-592/3209, 18-30=-592/3209, 18-31=-281/2294, 17-31=-281/2294, 17-32=-281/2294, 16-32=-281/2294, 16-33=-227/2011, 15-33=-227/2011, 15-34=-227/2011, 14-34=-227/2011, 13-14=-227/2011, 13-35=-443/2316, 35-36=-443/2316, 11-36=-443/2316 WEBS 3-18=-729/394, 5-18=-270/1215, 5-16=-250/427, 6-16=-557/185, 7-16=-150/1002, 7-13=-380/238, 9-13=-815/412 NOTES (13) 1) Wind: ASCE 7-10; Vult=125mph (3-second gust) Vasd=99mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) and C-C Exterior (2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10, W left =23-3-0, W right =24-1-8 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 177 lb uplift at joint 1, 182 lb uplift at joint 11 and 26 lb uplift at joint 14. 10) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) The loading on this truss has been modified to reflect the roof profile, the ridgeline is located 23-3-0 from joint 1 and has a slope of 7.000 on the left and -7.000 on the right. 13) Additional 5 PSF added to TCDL to account for uniform loaded solar or PV panels. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA T01 4 120032523B Piggyback Base Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 01 12:52:46 Page: 1 ID:RNIu?Y3tUbzL3WuQAPdzt8zQ6pj-cdpzyyfeSi8er?YwM8SC3yAu5NmccOop?48cAXzV5QW This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 7 12 = 6x8 = 4x6 = 2x4 = 4x8 =4x4 = 5x6 =6x6 =5x8 = 2x4 = 6x6 =MT18HS 5x12 = 4x4 = 5x6 = 2x4 = 4x4 = 5x8 28 29 17 30 16 31 15 32 14 3313 12 34 35 111 2 10 3 9 4 8 2726 5 6 7 T2 T1 T3 T4 T1 B3B2B1 W1 W2 W3 W4 W3 W2 W1 HW1 HW1 3-07 28-09-07 3-07 18-00-00 5-03-00 23-03-00 5-03-00 28-06-00 9-00-01 9-00-01 8-08-09 17-08-09 8-08-09 37-05-15 9-00-01 46-06-00 1-07-11 34-07-07 9-08-12 32-11-12 11-04-07 23-03-00 11-10-09 11-10-09 11-10-09 46-06-00 100 00 11-04-00 Scale = 1:79.3 Plate Offsets (X, Y): [5:3-00,4-00], [7:3-00,4-00] Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.96 Vert(LL) -0.31 15-17 >999 240 MT20 197/144 (Roof Snow = 35.0) Lumber DOL 1.15 BC 0.94 Vert(CT) -0.51 15-17 >779 180 MT18HS 197/144 TCDL 15.0 Rep Stress Incr NO WB 0.73 Horz(CT) 0.09 11 n/a n/a BCLL 0.0* Code IRC2015/TPI2014 Matrix-MS Wind(LL) 0.10 15-17 >999 360 BCDL 10.0 Weight: 262 lb FT = 20% LUMBER TOP CHORD 2x6 SPF No.2 *Except* T2:2x6 SPF 2100F 1.8E BOT CHORD 2x6 SPF No.2 *Except* B3:2x6 SPF 2100F 1.8E WEBS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 -- 1-11-12, Right 2x4 SPF No.2 -- 1-11-12 BRACING TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc purlins (4-7-8 max.): 5-7. BOT CHORD Rigid ceiling directly applied or 9-3-2 oc bracing. WEBS 1 Row at midpt 5-15, 6-15, 7-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=2467/ Mechanical, (min. 1-08), 11=2003/3-08, (min. 2-09), 13=1109/3-08, (min. 1-08) Max Horiz 1=254 (LC 11) Max Uplift 1=-177 (LC 12), 11=-167 (LC 13), 13=-26 (LC 12) Max Grav 1=2467 (LC 1), 11=2003 (LC 1), 13=1184 (LC 2) 8 8 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1602/132, 2-3=-3791/891, 3-4=-3445/923, 4-26=-3209/933, 5-26=-3074/953, 5-6=-2307/768, 6-7=-2307/768, 7-27=-2107/774, 8-27=-2257/754, 8-9=-2505/734, 9-10=-2847/711, 10-11=-1511/151 BOT CHORD 1-28=-628/3206, 28-29=-628/3206, 17-29=-628/3206, 17-30=-316/2296, 16-30=-316/2296, 16-31=-316/2296, 15-31=-316/2296, 15-32=-262/2018, 14-32=-262/2018, 14-33=-262/2018, 13-33=-262/2018, 12-13=-262/2018, 12-34=-479/2329, 34-35=-479/2329, 11-35=-479/2329 WEBS 3-17=-729/394, 5-17=-270/1215, 5-15=-243/430, 6-15=-557/185, 7-15=-150/994, 7-12=-370/241, 9-12=-818/413 NOTES 1) Wind: ASCE 7-10; Vult=125mph (3-second gust) Vasd=99mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) and C-C Exterior (2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10, W left =23-3-0, W right =23-3-0 3) Unbalanced snow loads have been considered for this design. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 167 lb uplift at joint 11, 177 lb uplift at joint 1 and 26 lb uplift at joint 13. 9) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) The loading on this truss has been modified to reflect the roof profile, the ridgeline is located 23-3-0 from joint 1 and has a slope of 7.000 on the left and -7.000 on the right. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA T01A 4 120032523B Piggyback Base Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 01 12:52:46 Page: 1 ID:RNIu?Y3tUbzL3WuQAPdzt8zQ6pj-cdpzyyfeSi8er?YwM8SC3yAu4NmacOop?48cAXzV 5QW This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 7 12 = 3x6 = 4x4 = 4x6 =5x6 =3x4 = 4x6 = 4x4 = 3x6 2 31 30 29 28 27 26 25 24 23 22 21 20 18 191 173 164 155 146 3332 137 8 12 9 11 10 T2 T1 T2 T1 B1 B2 ST6 ST5 ST4 ST3 ST2 ST1 ST5 ST4 ST3 ST2 ST1 HW1 HW1 10-08 27-04-08 10 08 10 08 13-03-00 13-03-00 13-03-00 26-06-00 26-06-00 8-09-04 1-00-00 8-08-12 Scale = 1:59.9 Plate Offsets (X, Y): [2:3-14,0-02], [8:2-11,Edge], [12:2-11,Edge], [18:3-14,0-02] Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow = 35.0) Lumber DOL 1.15 BC 0.06 Vert(CT) n/a - n/a 999 TCDL 15.0 Rep Stress Incr YES WB 0.25 Horz(CT) 0.00 18 n/a n/a BCLL 0.0* Code IRC2015/TPI2014 Matrix-S BCDL 10.0 Weight: 157 lb FT = 20% LUMBER TOP CHORD 2x6 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 SLIDER Left 2x6 SPF No.2 -- 1-11-12, Right 2x6 SPF No.2 -- 1-11-12 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS T-Brace: 2x4 SPF No.2 - 10-26 Fasten (2X) T and I braces to narrow edge of web with 10d (0.131"x3") nails, 6in o.c.,with 3in minimum end distance. Brace must cover 90% of web length.REACTIONS All bearings 26-06-00. (lb) - Max Horiz 2=-203 (LC 8) Max Uplift All uplift 100 (lb) or less at joint(s) 2, 20, 21, 22, 23, 25, 27, 28, 29, 30 except 31=-109 (LC 12) Max Grav All reactions 250 (lb) or less at joint(s) 21, 22, 26, 29, 30 except 2=315 (LC 23), 18=311 (LC 1), 20=356 (LC 23), 23=307 (LC 20), 25=330 (LC 20), 27=330 (LC 19), 28=307 (LC 19), 31=373 (LC 22) 9 9 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-261/143, 9-10=-271/271, 10-11=-271/271 WEBS 9-27=-290/69, 7-28=-267/113, 4-31=-307/169, 11-25=-290/69, 13-23=-267/113, 16-20=-291/169 NOTES (15) 1) Wind: ASCE 7-10; Vult=125mph (3-second gust) Vasd=99mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) and C-C Exterior (2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.33 2) 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. 3) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 1.5x3 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 27, 28, 29, 30, 25, 23, 22, 21, 20 except (jt=lb) 31=109. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 13) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 14) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 15) Additional 5 PSF added to TCDL to account for uniform loaded solar or PV panels. Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA T01GE 1 120032523B Common Supported Gable Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 01 12:52:46 Page: 1 ID:RNIu?Y3tUbzL3WuQAPdzt8zQ6pj-cdpzyyfeSi8er?YwM8SC3yA5_N_PcWDp?48cAXzV5QW This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. Continued on page 2 LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA T01GE 1 120032523B Common Supported Gable Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 01 12:52:46 Page: 2 ID:RNIu?Y3tUbzL3WuQAPdzt8zQ6pj-cdpzyyfeSi8er?YwM8SC3yA5_N_PcWDp?48cAXzV5QW This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 7 12 = 4x8 = 4x4 = 4x8 = 4x6 =4x4 = 4x8 = 4x8 =4x6 =6x8 =4x8 = 4x10 = 4x10 = 3x8 =4x8 = 3x6 = 3x8 = 4x10 =6x6 =4x6 = 3x8 =4x4 = 4x6 = 4x4 = 5x6 13 29 2869 27 2670 2524 23 2221 20 19 18 17 71 16 7215 14 73 74 121 112 33 32 31 3 10 30 94 8 67 68 5 7 6 T2 T1 T3 T2 T4 B1B2B1 W1 W2 W3 W6 W3 W2 W1 W9 W8 W7 W5 W4 ST14 ST15 ST12 ST13 ST11 ST9 ST10 ST7 ST8 ST5 ST6 ST4ST3 ST2 ST1 ST14 ST12 ST16 ST17 ST18 HW1 HW1 3-07 18-00-00 3-07 28-09-07 10-08 47-04-08 4-02-01 32-11-08 5-03-00 23-03-00 5-03-00 28-06-00 4-06-07 37-05-15 9-00-01 9-00-01 8-08-09 17-08-09 9-00-01 46-06-00 8-15 20-01-12 1-07-11 34-07-07 3-01-04 23-03-00 7-06-03 19-04-13 9-08-12 32-11-12 11-10-09 46-06-00 11-10-09 11-10-09 11-04-08 1-00-00 11-04-00 Scale = 1:89.2 Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.72 Vert(LL) -0.16 14-61 >999 240 MT20 197/144 (Roof Snow = 35.0) Lumber DOL 1.15 BC 0.88 Vert(CT) -0.31 14-61 >523 180 TCDL 15.0 Rep Stress Incr NO WB 0.97 Horz(CT) 0.03 15 n/a n/a BCLL 0.0* Code IRC2015/TPI2014 Matrix-MS Wind(LL) 0.06 14-61 >999 360 BCDL 10.0 Weight: 377 lb FT = 20% LUMBER TOP CHORD 2x6 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 -- 1-11-12, Right 2x4 SPF No.2 -- 1-11-12 BRACING TOP CHORD Structural wood sheathing directly applied or 3-11-13 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 5-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-24, 6-32, 7-31 JOINTS 1 Brace at Jt(s): 30, 31, 32, 33 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 20-03-08. except 12=3-08, 15=3-08, 18=3-08 (lb) - Max Horiz 1=-262 (LC 8), 63=-262 (LC 8) Max Uplift All uplift 100 (lb) or less at joint(s) 1, 18, 28, 29, 63 except 12=-188 (LC 13), 19=-244 (LC 19), 24=-264 (LC 12) Max Grav All reactions 250 (lb) or less at joint(s) 19, 20, 22, 23, 25, 26, 27, 28 except 1=526 (LC 19), 12=1755 (LC 20), 15=655 (LC 4), 18=657 (LC 20), 24=1956 (LC 1), 29=350 (LC 22), 63=526 (LC 19) 11 11 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-309/438, 2-3=-629/188, 3-4=-288/211, 5-67=-140/251, 5-6=-900/450, 6-7=-903/451, 7-68=-1268/555, 8-68=-1486/544, 8-9=-1699/626, 9-10=-1899/606, 10-11=-2250/590, 11-12=-1002/0 BOT CHORD 1-29=-160/455, 28-29=-160/455, 28-69=-160/455, 27-69=-160/455, 26-27=-160/455, 26-70=-160/455, 25-70=-160/455, 24-25=-160/455, 23-24=-101/692, 22-23=-101/692, 21-22=-101/692, 20-21=-101/692, 19-20=-101/692, 18-19=-77/992, 17-18=-77/992, 17-71=-122/1366, 16-71=-122/1366, 16-72=-122/1366, 15-72=-122/1366, 14-15=-122/1366, 14-73=-330/1796, 73-74=-330/1796, 12-74=-330/1796 WEBS 3-24=-831/421, 5-24=-1384/235, 5-33=-84/820, 17-33=-85/826, 17-32=-610/210, 6-32=-616/211, 17-31=-289/206, 7-31=-303/198, 7-30=-137/492, 14-30=-137/492, 10-14=-605/305, 8-30=-393/190, 30-31=-388/187, 31-32=-402/190, 32-33=-414/192, 19-33=-421/194 NOTES (14) 1) Wind: ASCE 7-10; Vult=125mph (3-second gust) Vasd=99mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) and C-C Exterior (2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.33 2) 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. 3) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10, W left =23-3-0, W right =24-1-8 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 28, 29, 18, 1 except (jt=lb) 12=188, 24=263, 19=243. Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA T01SGE 1 120032523B Piggyback Base Structural Gable Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 01 12:52:46 Page: 1 ID:RNIu?Y3tUbzL3WuQAPdzt8zQ6pj-cdpzyyfeSi8er?YwM8SC3yAxnNnbcK3p?48cAXzV5QW This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. Continued on page 2 11) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) The loading on this truss has been modified to reflect the roof profile, the ridgeline is located 23-3-0 from joint 1 and has a slope of 7.000 on the left and -7.000 on the right. 14) Additional 5 PSF added to TCDL to account for uniform loaded solar or PV panels. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA T01SGE 1 120032523B Piggyback Base Structural Gable Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 01 12:52:46 Page: 2 ID:RNIu?Y3tUbzL3WuQAPdzt8zQ6pj-cdpzyyfeSi8er?YwM8SC3yAxnNnbcK3p?48cAXzV 5QW This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 7 12 = 5x8 = 4x4 = 2x4 =3x4 = 3x4 = 4x6 =MT20HS 3x10 =4x8 = 5x8 = 3x4 = 5x8 =6x8 =MT20HS 3x10 = 6x6 = 4x615 22 23 14 13 24 25 12 11 10 1 2 3 4 5 9 21 6 20 7 8 T2 T1 T3 T4 W7 B1 B3 B2 W1 W2 W3 W4 W5 W5 W4 W6 HW1 5-06-07 23-03-00 5-06-07 28-09-07 5-09-11 11-10-14 6-01-03 6-01-03 5-09-11 17-08-09 3-11-13 32-09-04 3-10-01 32-09-04 8-06-13 17-06-13 9-00-01 9-00-01 11-04-06 28-11-03 1-00-00 9-00-02 11-04-00 Scale = 1:74 Plate Offsets (X, Y): [1:5-10,Edge], [6:4-01,2-08], [8:4-01,2-08], [10:Edge,3-08] Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.64 Vert(LL) -0.48 12-13 >817 240 MT20 197/144 (Roof Snow = 35.0) Lumber DOL 1.15 BC 0.85 Vert(CT) -0.78 12-13 >503 180 MT20HS 148/108 TCDL 15.0 Rep Stress Incr YES WB 0.89 Horz(CT) 0.08 10 n/a n/a BCLL 0.0* Code IRC2015/TPI2014 Matrix-MS Wind(LL) 0.06 13-15 >999 360 BCDL 10.0 Weight: 203 lb FT = 20% LUMBER TOP CHORD 2x6 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* B2:2x4 SPF 2100F 1.8E WEBS 2x4 SPF No.2 SLIDER Left 2x6 SPF No.2 -- 2-05-12 BRACING TOP CHORD Structural wood sheathing directly applied or 3-6-14 oc purlins, except end verticals, and 2-0-0 oc purlins (5-7-14 max.): 6-8. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-13, 7-12, 8-12, 9-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=1958/ Mechanical, (min. 1-08), 10=1958/ Mechanical, (min. 1-08) Max Horiz 1=297 (LC 12) Max Uplift 1=-128 (LC 12), 10=-122 (LC 12) 13 13 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-890/92, 2-3=-2861/581, 3-4=-2584/586, 4-5=-1893/471, 5-6=-1729/498, 6-20=-1483/485, 7-20=-1483/485, 7-8=-614/240, 8-21=-657/222, 9-21=-777/211, 9-10=-1963/483 BOT CHORD 1-15=-759/2365, 15-22=-594/2021, 22-23=-594/2021, 14-23=-594/2021, 13-14=-594/2021, 13-24=-321/1207, 24-25=-321/1207, 12-25=-321/1207 WEBS 3-15=-310/216, 4-15=-99/463, 4-13=-885/351, 6-13=-58/489, 7-13=-134/736, 7-12=-1291/399, 8-12=-345/129, 9-12=-343/1563 NOTES 1) Wind: ASCE 7-10; Vult=125mph (3-second gust) Vasd=99mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) and C-C Exterior (2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10, W left =23-3-0, W right =9-6-4 3) Unbalanced snow loads have been considered for this design. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 lb uplift at joint 1 and 122 lb uplift at joint 10. 9) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) The loading on this truss has been modified to reflect the roof profile, the ridgeline is located 23-3-0 from joint 1 and has a slope of 7.000 on the left and -7.000 on the right. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA T02 5 120032523B Piggyback Base Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 01 12:52:46 Page: 1 ID:RNIu?Y3tUbzL3WuQAPdzt8zQ6pj-cdpzyyfeSi8er?YwM8SC3yAy?Nn?cMCp?48cAXzV5QW This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 7 12 = 4x8 = 4x4 = 2x4 =3x4 = 3x4 = 4x6 =3x4 =4x4 =6x8 =3x4 =3x4 = 5x8 =3x8 =3x6 = 4x6 = 2x427 2817 24 25 16 15 26 14 1312 11 1 2 3 4 5 6 10 7 22 23 8 9 T2 T1 T3 T4 W9 B1 B3 B2 W1 W2 W3 W4 W5 W6 W7 W4 W8 HW1 10 08 -10 08 5-04-11 23-01-04 5-08-03 28-09-07 5-09-11 11-10-14 5-09-11 17-08-09 6-01-03 6-01-03 3-11-13 32-09-04 3-10-01 32-09-04 3-10-15 21-05-12 7-05-07 28-11-03 8-06-13 17-06-13 9-00-01 9-00-01 11-04-08 1-00-00 9-00-02 11-04-00 Scale = 1:76.1 Plate Offsets (X, Y): [2:5-02,0-02], [9:4-01,2-08] Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.36 Vert(LL) -0.19 15-17 >999 240 MT20 197/144 (Roof Snow = 35.0) Lumber DOL 1.15 BC 0.60 Vert(CT) -0.31 15-17 >825 180 TCDL 15.0 Rep Stress Incr YES WB 0.84 Horz(CT) 0.03 14 n/a n/a BCLL 0.0* Code IRC2015/TPI2014 Matrix-MS Wind(LL) 0.02 15-17 >999 360 BCDL 10.0 Weight: 215 lb FT = 20% LUMBER TOP CHORD 2x6 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* B2:2x4 SPF 2100F 1.8E WEBS 2x4 SPF No.2 SLIDER Left 2x6 SPF No.2 -- 1-11-12 BRACING TOP CHORD Structural wood sheathing directly applied or 5-9-8 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 7-9. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-15, 7-14, 8-14, 9-13, 10-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1231/3-08, (min. 1-15), 11=391/ Mechanical, (min. 1-08), 14=2380/3-08, (min. 3-00) Max Horiz 2=311 (LC 12) Max Uplift 2=-71 (LC 12), 11=-83 (LC 8), 14=-209 (LC 12) Max Grav 2=1241 (LC 19), 11=645 (LC 20), 14=2380 (LC 1) 14 14 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-638/31, 3-4=-1497/227, 4-5=-1213/227, 5-6=-364/91, 7-22=0/304, 22-23=0/304, 8-23=0/304, 10-11=-624/105 BOT CHORD 2-17=-468/1232, 17-24=-270/744, 24-25=-270/744, 16-25=-270/744, 15-16=-270/744 WEBS 4-17=-442/254, 5-17=-125/641, 5-15=-955/356, 7-15=-216/985, 7-14=-1379/367, 8-14=-1053/298, 8-13=-61/450, 9-13=-540/140, 10-13=-47/409 NOTES 1) Wind: ASCE 7-10; Vult=125mph (3-second gust) Vasd=99mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) and C-C Exterior (2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10, W left =23-3-0, W right =9-4-4 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 71 lb uplift at joint 2, 209 lb uplift at joint 14 and 83 lb uplift at joint 11. 9) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) The loading on this truss has been modified to reflect the roof profile, the ridgeline is located 23-3-0 from joint 1 and has a slope of 7.000 on the left and -7.000 on the right. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA T03 3 120032523B Piggyback Base Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 01 12:52:46 Page: 1 ID:RNIu?Y3tUbzL3WuQAPdzt8zQ6pj-cdpzyyfeSi8er?YwM8SC3yA1 SNrxcM?p?48cAXzV5QW This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 7 12 = 4x12 = 5x6 =3x4 = 3x4 = 1.5x3 = 3x4 = 1.5x3 = 4x6 = 1.5x3 =3x4 = 1.5x3 =5x8 = 5x8 = 4x8 = 1.5x3 = 1.5x3 =4x4 = 1.5x3 = 4x8 = 1.5x3 = 4x8 = 5x8 =3x8 =3x4 = 1.5x3 = 1.5x3 = 4x10 = 4x6 30 46 47 29 28 27 26 25 24 2322 21 20 1 2 37 3 36 38 32 4 40 31 3539 5 6 33 7 8 19 9 18 34 10 1711 12 13 4514 15 16 T2 T1 T3 T4 W7 B1 B3 B2 W1 W2 W3 W4 W5 W5 W4 W6 ST1 ST11 ST12 ST9 ST10 ST8 ST6 ST7 ST5 ST4ST3ST2 ST13 ST14 HW1 10 08 10 08 5-06-07 28-09-07 5-06-07 23-03-00 5-09-11 11-10-14 5-09-11 17-08-09 6-01-03 6-01-03 3-11-13 32-09-04 3-10-01 32-09-04 8-06-13 17-06-13 9-00-01 9-00-01 11-04-06 28-11-03 11-04-08 1-00-00 9-00-02 11-04-00 Scale = 1:85.1 Plate Offsets (X, Y): [2:5-10,Edge], [8:1-14,Edge], [11:4-01,2-08], [17:4-01,2-08] Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.37 Vert(LL) -0.20 28-30 >999 240 MT20 197/144 (Roof Snow = 35.0) Lumber DOL 1.15 BC 0.71 Vert(CT) -0.33 28-30 >830 180 TCDL 15.0 Rep Stress Incr YES WB 0.88 Horz(CT) 0.04 23 n/a n/a BCLL 0.0* Code IRC2015/TPI2014 Matrix-MS Wind(LL) 0.03 28-30 >999 360 BCDL 10.0 Weight: 294 lb FT = 20% LUMBER TOP CHORD 2x6 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 SLIDER Left 2x8 SP No.1 -- 1-10-09 BRACING TOP CHORD Structural wood sheathing directly applied or 4-7-6 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 11-17. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 11-28, 17-23, 26-34 JOINTS 1 Brace at Jt(s): 31, 32, 33, 34, 35, 36, 38, 40 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 11-05-04. except 2=3-08 (lb) - Max Horiz 2=311 (LC 12) Max Uplift All uplift 100 (lb) or less at joint(s) 21, 24, 25, 26 except 2=-111 (LC 12), 20=-384 (LC 19), 23=-131 (LC 12) Max Grav All reactions 250 (lb) or less at joint(s) 20, 21 except 2=1568 (LC 19), 23=1272 (LC 1), 24=351 (LC 20), 25=485 (LC 20), 26=635 (LC 19) 15 15 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1164/124, 3-4=-2056/373, 4-5=-1776/372, 5-6=-1542/383, 6-7=-1056/284, 7-8=-919/247, 8-9=-911/257, 9-10=-823/273, 10-11=-725/277, 11-12=-711/302, 12-13=-711/302, 13-45=-711/302, 14-45=-711/302, 19-20=-89/397 BOT CHORD 2-30=-587/1665, 30-46=-408/1246, 46-47=-408/1246, 29-47=-408/1246, 28-29=-408/1246 WEBS 4-30=-370/232, 30-31=-106/570, 6-31=-120/628, 6-39=-1062/394, 38-39=-906/334, 37-38=-928/345, 28-37=-926/345, 28-36=-294/1111, 35-36=-288/1100, 34-35=-340/1289, 14-34=-240/977, 14-33=-772/244, 32-33=-701/223, 23-32=-696/221, 17-23=-290/60, 23-40=-396/118, 19-40=-392/117, 16-32=-287/55, 24-32=-293/58, 15-33=-458/141, 25-33=-535/164, 26-34=-399/110, 13-35=-342/94 NOTES 1) Wind: ASCE 7-10; Vult=125mph (3-second gust) Vasd=99mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) and C-C Exterior (2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.33 2) 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. 3) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10, W left =23-3-0, W right =9-6-4 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 24, 25, 26, 21 except (jt=lb) 2=110, 20=384, 23=131. 11) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA T03GE 1 120032523B Piggyback Base Structural Gable Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 01 12:52:46 Page: 1 ID:RNIu?Y3tUbzL3WuQAPdzt8zQ6pj-cdpzyyfeSi8er?YwM8SC3yA1LNpJcMUp?48cAXzV5QW This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. Continued on page 2 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) The loading on this truss has been modified to reflect the roof profile, the ridgeline is located 23-3-0 from joint 1 and has a slope of 7.000 on the left and -7.000 on the right. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA T03GE 1 120032523B Piggyback Base Structural Gable Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 01 12:52:46 Page: 2 ID:RNIu?Y3tUbzL3WuQAPdzt8zQ6pj-cdpzyyfeSi8er?YwM8SC3yA1LNpJcMUp?48cAXzV5QW This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 7 12 = 4x6 =3x6 = 4x6 =3x4 =4x6 =3x6 = 3x4 = 4x6 =3x6 = 4x6 12 11 15 10 16 9 8 71 2 6 3 5 13 14 4 T1 T1 W1 W1 B1 B2 W4 W3 W4 W3W2 W2 10-08 22-10-08 10 08 10 08 5-04-04 11-00-00 5-04-04 16-04-04 5-07-12 5-07-12 5-07-12 22-00-00 7-01-12 7-01-12 7-01-12 22-00-00 7-08-09 14-10-04 1-00-00 7-05-00 Scale = 1:54.7 Plate Offsets (X, Y): [2:3-00,Edge], [6:3-00,Edge] Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.69 Vert(LL) -0.16 9-11 >999 240 MT20 197/144 (Roof Snow = 35.0) Lumber DOL 1.15 BC 0.58 Vert(CT) -0.24 9-11 >999 180 TCDL 15.0 Rep Stress Incr YES WB 0.31 Horz(CT) 0.04 8 n/a n/a BCLL 0.0* Code IRC2015/TPI2014 Matrix-MS Wind(LL) 0.03 9-11 >999 360 BCDL 10.0 Weight: 99 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-4-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-12, 5-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 8=1405/5-08, (min. 2-03), 12=1405/5-08, (min. 2-03) Max Horiz 12=-170 (LC 10) Max Uplift 8=-114 (LC 13), 12=-114 (LC 12) 17 17 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-491/198, 3-13=-1610/437, 4-13=-1461/462, 4-14=-1461/462, 5-14=-1610/437, 5-6=-491/198, 2-12=-546/242, 6-8=-546/242 BOT CHORD 11-12=-218/1424, 11-15=-51/999, 10-15=-51/999, 10-16=-51/999, 9-16=-51/999, 8-9=-218/1401 WEBS 4-9=-158/627, 5-9=-435/236, 4-11=-158/627, 3-11=-435/236, 3-12=-1349/206, 5-8=-1349/206 NOTES (9) 1) Wind: ASCE 7-10; Vult=125mph (3-second gust) Vasd=99mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) and C-C Exterior (2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 114 lb uplift at joint 12 and 114 lb uplift at joint 8. 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) Additional 5 PSF added to TCDL to account for uniform loaded solar or PV panels. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA T04 7 120032523B COMMON Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 01 12:52:46 Page: 1 ID:RNIu?Y3tUbzL3WuQAPdzt8zQ6pj-cdp zyyfeSi8er?YwM8SC3yAyINrKcVLp?48cAXzV5QW This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 7 12 = 3x8 = 5x6 =4x4 =3x4 = 5x6 = 3x8 2 25 24 23 22 21 20 19 18 17 16 14 151 3 13 4 12 5 11 6 10 7 9 8 T1 T1 B1 B2 ST5 ST4 ST3 ST2 ST1 ST4 ST3 ST2 ST1 HW1 HW1 10-08 22-10-08 10 08 10 08 11-00-00 11-00-00 11-00-00 22-00-00 22-00-00 1-00-00 7-05-00 Scale = 1:54.2 Plate Offsets (X, Y): [2:5-15,0-06], [14:5-15,0-06] Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow = 35.0) Lumber DOL 1.15 BC 0.05 Vert(CT) n/a - n/a 999 TCDL 15.0 Rep Stress Incr YES WB 0.18 Horz(CT) 0.00 14 n/a n/a BCLL 0.0* Code IRC2015/TPI2014 Matrix-S BCDL 10.0 Weight: 113 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 SLIDER Left 2x8 SP No.1 -- 1-11-12, Right 2x8 SP No.1 -- 1-11-12 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS All bearings 22-00-00. (lb) - Max Horiz 2=-173 (LC 8) Max Uplift All uplift 100 (lb) or less at joint(s) 2, 14, 16, 17, 18, 19, 22, 23, 24 except 25=-102 (LC 12) Max Grav All reactions 250 (lb) or less at joint(s) 17, 21, 24 except 2=317 (LC 1), 14=317 (LC 1), 16=326 (LC 23), 18=280 (LC 20), 19=332 (LC 20), 22=332 (LC 19), 23=280 (LC 19), 25=339 (LC 22) 18 18 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-255/110, 7-8=-266/244, 8-9=-266/244 WEBS 7-22=-292/96, 4-25=-273/154, 9-19=-292/96, 12-16=-261/154 NOTES (13) 1) Wind: ASCE 7-10; Vult=125mph (3-second gust) Vasd=99mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) and C-C Exterior (2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.33 2) 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. 3) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 1.5x3 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 22, 23, 24, 19, 18, 17, 16, 14 except (jt=lb) 25=102. 12) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13) Additional 5 PSF added to TCDL to account for uniform loaded solar or PV panels. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA T04GE 1 120032523B Common Supported Gable Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 01 12:52:46 Page: 1 ID:RNIu?Y3tUbzL3WuQAPdzt8zQ6pj-cdpzyyfeSi8er?YwM8SC3yA5IN_UcXMp?48cAXzV5QW This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 7 12 = 5x12 = 5x6 = 1.5x3 =3x4 =5x6 =MT20HS 3x10 =3x4 = 1.5x3 = 5x6 = 5x12 12 23 11 24 10 91 2 8 3 7 4 6 21 22 5 T1 T1 B1 B2 W2 W1 W2 W1 HW1 HW1 10-08 26-04-08 10 08 10 08 6-02-12 12-09-00 6-02-12 18-11-12 6-06-04 6-06-04 6-06-04 25-06-00 8-03-11 16-10-13 8-07-03 25-06-00 8-07-03 8-07-03 1-00-00 8-05-04 Scale = 1:62.7 Plate Offsets (X, Y): [2:7-15,Edge], [8:7-15,Edge] Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.74 Vert(LL) -0.32 10-12 >971 240 MT20 197/144 (Roof Snow = 35.0) Lumber DOL 1.15 BC 0.83 Vert(CT) -0.48 10-12 >642 180 MT20HS 148/108 TCDL 15.0 Rep Stress Incr YES WB 0.26 Horz(CT) 0.10 8 n/a n/a BCLL 0.0* Code IRC2015/TPI2014 Matrix-MS Wind(LL) 0.05 10-12 >999 360 BCDL 10.0 Weight: 108 lb FT = 20% LUMBER TOP CHORD 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Left 2x8 SP No.1 -- 1-11-12, Right 2x8 SP No.1 -- 1-11-12 BRACING TOP CHORD Structural wood sheathing directly applied or 3-7-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide.REACTIONS (lb/size) 2=1618/3-08, (min. 2-09), 8=1618/3-08, (min. 2-09) Max Horiz 2=194 (LC 11) Max Uplift 2=-129 (LC 12), 8=-129 (LC 13) 19 19 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-537/41, 3-4=-2109/484, 4-21=-1888/509, 5-21=-1730/537, 5-22=-1730/537, 6-22=-1888/509, 6-7=-2109/484, 7-8=-358/40 BOT CHORD 2-12=-276/1717, 12-23=-77/1211, 11-23=-77/1211, 11-24=-77/1211, 10-24=-77/1211, 8-10=-276/1693 WEBS 5-10=-179/709, 6-10=-546/270, 5-12=-179/709, 4-12=-546/270 NOTES (10) 1) Wind: ASCE 7-10; Vult=125mph (3-second gust) Vasd=99mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) and C-C Exterior (2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 129 lb uplift at joint 2 and 129 lb uplift at joint 8. 9) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) Additional 5 PSF added to TCDL to account for uniform loaded solar or PV panels. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA T05 2 120032523B Common Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 01 12:52:46 Page: 1 ID:RNIu?Y3tUbzL3WuQAPdzt8zQ6pj-cdpzyyfeSi8er?YwM8SC3yAxUNoLcV3p?48cAXzV5QW This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 7 12 = 3x8 = 5x6 =4x4 =3x4 = 5x6 = 3x8 2 29 28 27 26 25 24 23 22 21 20 19 18 16 171 3 15 4 14 5 13 6 12 30 31 7 11 8 10 9 T1 T1 B1 B2 ST6 ST5 ST4 ST3 ST2 ST1 ST5 ST4 ST3 ST2 ST1 HW1 HW1 10-08 26-04-08 10 08 -10 08 12-09-00 12-09-00 12-09-00 25-06-00 25-06-00 1-00-00 8-05-04 Scale = 1:58.7 Plate Offsets (X, Y): [2:5-15,0-06], [16:5-15,0-06] Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow = 35.0) Lumber DOL 1.15 BC 0.04 Vert(CT) n/a - n/a 999 TCDL 15.0 Rep Stress Incr YES WB 0.26 Horz(CT) 0.00 16 n/a n/a BCLL 0.0* Code IRC2015/TPI2014 Matrix-S BCDL 10.0 Weight: 137 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 SLIDER Left 2x8 SP No.1 -- 1-11-12, Right 2x8 SP No.1 -- 1-11-12 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS All bearings 25-06-00. (lb) - Max Horiz 2=-198 (LC 8) Max Uplift All uplift 100 (lb) or less at joint(s) 2, 16, 18, 19, 20, 21, 22, 25, 26, 27, 28 except 29=-107 (LC 12) Max Grav All reactions 250 (lb) or less at joint(s) 19, 20, 24, 27, 28 except 2=295 (LC 23), 16=288 (LC 1), 18=308 (LC 23), 21=297 (LC 20), 22=341 (LC 20), 25=341 (LC 19), 26=297 (LC 19), 29=324 (LC 22) 20 20 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 8-9=-264/258, 9-10=-264/258 WEBS 8-25=-300/95, 7-26=-257/104, 4-29=-263/155, 10-22=-300/95, 11-21=-257/104 NOTES (14) 1) Wind: ASCE 7-10; Vult=125mph (3-second gust) Vasd=99mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) and C-C Exterior (2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.33 2) 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. 3) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 1.5x3 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 25, 26, 27, 28, 22, 21, 20, 19, 18, 16 except (jt=lb) 29=107. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 16. 13) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 14) Additional 5 PSF added to TCDL to account for uniform loaded solar or PV panels. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA T05GE 1 120032523B Common Supported Gable Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 01 12:52:46 Page: 1 ID:RNIu?Y3tUbzL3WuQAPdzt8zQ6pj -cdpzyyfeSi8er?YwM8SC3yA5IN_ecWBp?48cAXzV5QW This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 7 12 = 3x4 = 4x4 =3x4 = 3x4 1 13 12 11 10 9 8 7 2 6 3 5 1514 4 T1 T1 B1 B2 ST3 ST2 ST1 ST2 ST1 5-15 21-08-11 10-04-06 21-02-12 10-10-05 10-10-05 21-08-11 6-04-04 0-04 6-00-09 Scale = 1:49.6 Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow = 35.0) Lumber DOL 1.15 BC 0.16 Vert(TL) n/a - n/a 999 TCDL 15.0 Rep Stress Incr YES WB 0.20 Horiz(TL) 0.00 7 n/a n/a BCLL 0.0* Code IRC2015/TPI2014 Matrix-S BCDL 10.0 Weight: 69 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 21-08-11. (lb) - Max Horiz 1=-148 (LC 8) Max Uplift All uplift 100 (lb) or less at joint(s) 1, 8, 13 except 10=-111 (LC 13), 12=-112 (LC 12) Max Grav All reactions 250 (lb) or less at joint(s) 1, 7 except 8=419 (LC 1), 10=593 (LC 19), 11=490 (LC 21), 12=593 (LC 18), 13=419 (LC 1) 21 21 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-11=-307/0, 3-12=-511/219, 2-13=-345/174, 5-10=-511/219, 6-8=-345/174 NOTES 1) Wind: ASCE 7-10; Vult=125mph (3-second gust) Vasd=99mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) and C-C Exterior (2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) All plates are 1.5x3 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 13, 8 except (jt=lb) 12=111, 10=111. 9) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA V01 1 120032523B Valley Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 01 12:52:46 Page: 1 ID:RNIu?Y3tUbzL3WuQAPdzt8zQ6pj-cdpzyyfeSi8er?YwM8SC3yA1tNyscW6p?48cAXzV 5QW This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 7 12 = 3x4 = 1.5x3 = 1.5x3 =4x4 = 1.5x3 = 3x4 = 1.5x3 = 1.5x3 = 3x4 1 9 8 7 6 5 2 4 1110 3 T1 T1 B1 B2 ST2 ST1 ST1 5-15 17-08-11 8-04-06 17-02-11 8-10-05 8-10-05 17-08-11 5-02-04 0-04 4-10-09 Scale = 1:45.8 Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow = 35.0) Lumber DOL 1.15 BC 0.13 Vert(TL) n/a - n/a 999 TCDL 15.0 Rep Stress Incr YES WB 0.11 Horiz(TL) 0.00 5 n/a n/a BCLL 0.0* Code IRC2015/TPI2014 Matrix-P BCDL 10.0 Weight: 53 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 17-08-11. (lb) - Max Horiz 1=-119 (LC 8) Max Uplift All uplift 100 (lb) or less at joint(s) 1, 5 except 6=-132 (LC 13), 9=-133 (LC 12) Max Grav All reactions 250 (lb) or less at joint(s) 1, 5 except 6=662 (LC 19), 8=323 (LC 1), 9=662 (LC 18) 22 22 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-8=-252/0, 2-9=-564/263, 4-6=-564/263 NOTES 1) Wind: ASCE 7-10; Vult=125mph (3-second gust) Vasd=99mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) and C-C Exterior (2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except (jt=lb) 9=132, 6=132. 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA V02 1 120032523B Valley Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 01 12:52:46 Page: 1 ID:RNIu?Y3tUbzL3WuQAPdzt8zQ6pj-cdpzyyfeSi8er?YwM8SC3yA0ZNyGcYXp?48cAXzV 5QW This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 7 12 = 3x4 = 1.5x3 = 1.5x3 = 1.5x3 =4x4 = 1.5x3 = 1.5x3 = 3x4 1 8 7 6 5 2 4 9 10 3 T1 T1 B1 ST2 ST1 ST1 5-15 13-08-11 6-04-06 13-02-11 6-10-05 6-10-05 13-08-11 4-00-04 0-04 3-08-09 Scale = 1:37.9 Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow = 35.0) Lumber DOL 1.15 BC 0.10 Vert(TL) n/a - n/a 999 TCDL 15.0 Rep Stress Incr YES WB 0.07 Horiz(TL) 0.00 5 n/a n/a BCLL 0.0* Code IRC2015/TPI2014 Matrix-P BCDL 10.0 Weight: 39 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 13-08-11. (lb) - Max Horiz 1=91 (LC 11) Max Uplift All uplift 100 (lb) or less at joint(s) 1 except 6=-110 (LC 13), 8=-110 (LC 12) Max Grav All reactions 250 (lb) or less at joint(s) 1, 5 except 6=515 (LC 19), 7=365 (LC 1), 8=515 (LC 18) 23 23 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-7=-281/26, 2-8=-444/220, 4-6=-444/220 NOTES 1) Wind: ASCE 7-10; Vult=125mph (3-second gust) Vasd=99mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) and C-C Exterior (2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 8=110, 6=110. 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA V03 1 120032523B Valley Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 01 12:52:46 Page: 1 ID:RNIu?Y3tUbzL3WuQAPdzt8zQ6pj-cdpzyyfeSi8er?YwM8SC3yA1yNzmcY3p?48cAXzV5QW This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 7 12 = 2x4 = 1.5x3 =4x4 = 2x4 1 4 3 5 6 2 T1 T1 B1 ST1 5-15 9-08-11 4-04-06 9-02-12 4-10-05 4-10-05 9-08-11 2-10-04 0-04 2-06-09 Scale = 1:32.2 Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow = 35.0) Lumber DOL 1.15 BC 0.16 Vert(TL) n/a - n/a 999 TCDL 15.0 Rep Stress Incr YES WB 0.06 Horiz(TL) 0.00 3 n/a n/a BCLL 0.0* Code IRC2015/TPI2014 Matrix-P BCDL 10.0 Weight: 25 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=280/9-08-11, (min. 1-10), 3=280/9-08-11, (min. 1-10), 4=486/9-08-11, (min. 1-10) Max Horiz 1=62 (LC 9) Max Uplift 1=-39 (LC 12), 3=-45 (LC 13), 4=-3 (LC 12) 24 24 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-377/122 NOTES 1) Wind: ASCE 7-10; Vult=125mph (3-second gust) Vasd=99mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) and C-C Exterior (2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 39 lb uplift at joint 1, 45 lb uplift at joint 3 and 3 lb uplift at joint 4. 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA V04 1 120032523B Valley Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 01 12:52:46 Page: 1 ID:RNIu?Y3tUbzL3WuQAPdzt8zQ6pj -cdpzyyfeSi8er?YwM8SC3yA_nNypcZEp?48cAXzV5QW This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 7 12 = 2x4 =3x4 = 2x4 1 3 2 T1 T1 B1 5-15 5-08-11 2-04-06 5-02-12 2-10-05 2-10-05 5-08-11 1-08-04 0-04 1-04-09 Scale = 1:27.5 Plate Offsets (X, Y): [2:2-00,Edge] Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow = 35.0) Lumber DOL 1.15 BC 0.24 Vert(TL) n/a - n/a 999 TCDL 15.0 Rep Stress Incr YES WB 0.00 Horiz(TL) 0.00 3 n/a n/a BCLL 0.0* Code IRC2015/TPI2014 Matrix-P BCDL 10.0 Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 5-9-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=283/5-09-08, (min. 1-08), 3=283/5-09-08, (min. 1-08) Max Horiz 1=-34 (LC 8) Max Uplift 1=-22 (LC 12), 3=-22 (LC 13) 25 25 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-281/104, 2-3=-281/104 NOTES 1) Wind: ASCE 7-10; Vult=125mph (3-second gust) Vasd=99mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) and C-C Exterior (2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 22 lb uplift at joint 1 and 22 lb uplift at joint 3. 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA V05 1 120032523B Valley Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 01 12:52:46 Page: 1 ID:RNIu?Y3tUbzL3WuQAPdzt8zQ6pj-cdpzyyfeSi8er?YwM8SC3yA4 wNxZcZAp?48cAXzV5QW 23 Ford Crossing - Energy Efficiency Plan.pdfSpecification ENERGY EFFICIENCY PLAN Lot 4 Meadow Run, Village Hill, Northampton MA Conditioned Floor Area and Volume 3294 ft2, 27,999 ft3 (including basement) Building Type Single family detached Bedrooms 4 (including basement) Assumptions for Preliminary Home Energy Rating CET has completed a Preliminary Home Energy Rating based on the construction plans you have provided. Any energy features not listed below are assumed to meet the prescriptive requirements of the IECC 2015. Building Envelope Specifications Used in Analysis Foundation Walls R-21 Superior Wall Xi+ with R-15 fiberglass batts in cavities (Grade I) Basement Slab 4” XPS (R-20) underneath 2” XPS (R-10) at edge Rim & Band Joists 3” closed cell spray foam (R-18) Exterior Walls Double stud wall – two 2x4 stud walls with 3” space between Filled with densepack cellulose (R-35) Walls capped at top plate and insulation enclosed by interior air barrier (drywall and/or vapor retarder) Walls to Garage Same as exterior walls Windows Triple glazed, Argon gas filled, U-value = 0.23, SHGC = 0.21 48” x 48” window in foundation Double glazed, U-value = 0.30, SHGC = 0.29 Glass Doors Triple glazed, Argon gas filled, U-value = 0.23, SHGC = 0.21 Exterior Doors R-5 / U-0.20 Flat Ceilings 16” loose-blown cellulose (R-60), sealed eave baffles Attic Hatches 8” XPS foam board (R-40), fully gasketed, framed edge dam to height of surrounding insulation Air Sealing & Blower Door Test Aerobarrier run until 0.6 ACH50 or better achieved Thermal Enclosure Checklist Meet all Checklist Requirements as verified by a HERS rater at predrywall and final inspection Plumbing & Mechanical Systems Specifications Used in Analysis Heating & Cooling Equipment: Living/Kitchen/Dining Single head ductless mini-split system 13.3 HSPF, 25 SEER Heating & Cooling Equipment: Bedrooms Multi head ductless mini-split system 10.4 HSPF, 16 SEER Thermostats Programmable Water Heating Equipment 2.33 EF heat pump water heater, 80 gallons Domestic Hot Water Pipes ½ inch diameter - maximum 35 feet from water heater to farthest fixture Whole House Ventilation Energy Recovery Ventilator, 40 watts 70% Sensible Recovery Efficiency, 50% Total Recovery Efficiency 76-95 CFM continuous airflow ENERGY EFFICIENCY PLAN Page 2 of 2 ~ The Center for EcoTechnology ~ Tel (413) 586-7350 ext.242 ~ Fax (413) 586-7351 ~ greenhome@cetonline.org Lighting & Appliances Specifications Used in Analysis Lighting 100% LED, including interior, exterior, and garage Refrigerator 550 kWh/year or less Dishwasher ENERGY STAR certified Clothes Washer ENERGY STAR certified Clothes Dryer ENERGY STAR certified Preliminary Home Energy Rating Results Based on the assumptions described above, we have calculated the following Preliminary Home Energy Rating results. Preliminary HERS Index: 38 Note that Confirmed Home Energy Rating results may vary from the Preliminary Home Energy Rating results due to changes in building plans, energy features installed in the home, RESNET standards, software changes, and other factors. Preliminary Rater: Mark Newey Date: 4/24/2020 Job #: 19-03197-4 23 Ford Crossing - Fee Calculator.pdf CSL.pdf 23 Ford Crossing - Plans.pdf\\Buffalo-3\TLD-Projects_Buffalo-3\Projects\WB\Village Hill 2019\Families\200319-Clausing Lot4 D r a w i n g L i s t S h e e t # S h e e t N a m e A 1 T i t l e S h e e t & P e r s p e c t i v e s A 2 F i r s t F l o o r P l a n A 3 F o u n d a t i o n P l a n A 4 E x t e r i o r E l e v a t i o n s A 5 E x t e r i o r E l e v a t i o n s A 6 S e c t i o n s & S c h e d u l e s A 7 D e t a i l s A 8 F l o o r F r a m i n g P l a n A 9 R o o f F r a m i n g P l a n E 1 F i r s t F l o o r E l e c t r i c a l P l a n E 2 B a s e m e n t E l e c t r i c a l P l a n Owner: Project Name: Drawing Name: Revisions: Date: Scale: Approvals: Sheet No. Prepared for the exclusive use of WRIGHT BUILDERS, INC. staff, subcontractors, and suppliers. All other uses prohibited. 48 BATES STREET NORTHAMPTON, MASSACHUSETTS 01060 413-586-8287 413-586-9276 THESE DESIGN PLANS, SUMMARIES AND/OR ANALYSIS (THE "PLANS") AND ALL OTHER WRITTEN MATERIALS AND DOCUMENTATION WHICH WERE PREPARED AND OR PRODUCED BY WRIGHT BUILDERS, INC. (THE "COMPANY") IN CONNECTION THEREWITH ARE SPECIFICALLY AND EXCLUSIVELY INTENDED FOR USE SOLELY BY THE COMPANY IN THE CONSTRUCTION OF THE BUILDING AND RELATED IMPROVEMENTS REFLECTED THEREON AND ARE NOT INTENDED FOR OR TO BE USED OR RELIED UPON BY ANY OTHER PARTY WITHOUT PRIOR EXPRESS WRITTEN CONSENT OF THE COMPANY WHICH AUTHORIZATION SHALL BE GRANTED IN THE SOLE AND EXCLUSIVE DISCRETION OF THE COMPANY The Cover Sheet renderings are for general visualization only. They are a representation of your project and not for construction. Please refer to the detailed drawings herewith for details. 3/24/2020 8:32:47 AM Title Sheet & Perspectives Meadow Run Arts & Crafts Cottage Lot #4 Emmy Clausing 03/19/20 03/04/20 03/03/20 02/17/20 Review Review Review Review Review 23 Ford Crossing Northampton, MA A1 1Front Perspective 1 2Front Perspective 2 3Rear Perspective REF. DW DW Main Bath tile 119 Family Room hardwood 101 Dining hardwood 105 Stair utility A A6 36" 3 lite pitch floor to door pitch floor to door 2 Car Garage 110 E100 DN 14 R @ 7 13/16" Kitchen hardwood 107 4' - 4"5' - 10"3' - 6"6' - 6"10' - 0"5' - 10" E104 F 102 E 11' - 0"11' - 0"5' - 6" 3' - 10"9' - 9" B E102 34" 36" 7'x16' overhead DN 2 R @ 7 " 11' - 0"13' - 6" 50' - 0" 10' - 5"6' - 6" 10" Front Porch trex decking 100 B A6 E101 walk-off mat 3' x 4' 8' - 0" 8' - 0" 10' - 2"25' - 10" 18' - 0" 6' - 0" (2) 24" bi-pass 4' - 10"3' - 1" 5' - 7 1/2"3' - 1" 30" 30" pocket 34" (5) @ 16" D. 14' - 1" 7' - 7" 3' - 6" DN 2 R @ 7 " 104 107 117 34" pocket 118 72" slider 24" 109 113 Laundry tile 108 Closet hardwood 103 24' - 6" -walk off mat 24' - 6"25' - 6" 52' - 0" 27' - 6" 4' - 11" 3' - 7" 3' - 0 1/2" 2' - 6" 11' - 6 1/2"12' - 0" 6' - 10"11' - 10"6' - 10" 8' - 6"3' - 5" 11' - 6 1/2" 17' - 3 1/2" 3' - 7"1' - 7" 2' - 4 1/2" 5' - 1" 7"3' - 1"6' - 2" 3' - 5" 1' - 11"2' - 0 1/2" 21' - 4" 3' - 9" 8' - 6 1/2"6' - 4" 11' - 0 1/2" 13' - 6" 6' - 3" 30" vanity (2) 24" 112 4' - 4" 2' - 4 1/2" 4' - 1"2' - 1" 2' - 1" 3' - 5 1/2" shelf & pole shelf & pole shelf & pole 36' - 0" 2' - 8" 52' - 0" E Closet hardwood 117 Closet hardwood 115 shelf & pole shelf & pole 4' - 8" (2) 24" 115 34" frosted 114 116 34" frosted 34" pocket 119 6' - 0" 16' - 0" 2' - 6" 22' - 0" (2) 30" frosted 10824" 103 (5) @ 24" D. bench (4) @ 16" deep 2' - 1" 2' - 2 1/2" 3' - 4 1/2" 72" vanity Main Bedroom hardwood 116 Bedroom 2 hardwood 114 (5) @ 12" D. 30" frosted 106 9' - 10" Study hardwood 102 Pantry hardwood 106 Linen 112 Hall 111 Closet 109 36"x60" shower zero threshold w/grab bars E103 36" 3 lite -Screened Porch flush beam condensor condensor mini split mini split mini split mini split S-erv E-erv E-erv E-erv S-erv S-erv S-erv S-erv hooks trex decking @ landing A E-erv A A A 7'-6" ceiling A wall 7'-6" ceiling A 6" / 10" tapered column wrap with cap and base ERV in ERV out range hood out ERV out 5/8" rated drywall over zip sheathing 5/8" rated drywall over zip sheathing concrete apron 24" wide pitched 1" to meet driveway w/ broom finish and wire reinforcing 26' - 6"25' - 6" G G 3' - 5"8' - 4"8' - 3"6' - 6" 11' - 3" 2' - 0" exhaust -energy recovery ventalation system supply in floor system then up walls -energy recovery ventilation system Energy Recovery Ventilation System Locations line of soffit @ 7'-6" (for ERV and vent ducting) Floor Plan Notes A Gross Square Footage Garage480 gsf Main Level1,646 gsf Basement Overall1,646 gsf washer dryer 2x6 3' - 4 1/2" F B 5' - 1" 3' - 11 1/2"1' - 5" 2x6 12' - 0" 10' - 0" Main Bath tile 119 Family Room hardwood 101 Stair utility 2 Car Garage 110 Kitchen hardwood 107 Front Porch trex decking 100 Closet 104 Laundry tile 108 Closet hardwood 103 Bath 1 tile 113 Closet hardwood 118 Closet hardwood 117 Closet hardwood 115 Bedroom 2 hardwood 114 Study hardwood 102 Linen 112 Hall 111 shelf & pole (5) @ 24" D. D FF G G C F 36"x60" shower zero threshold w/grab bars heated floor mat heated floor mat sideboard drop floor structure @ zero threshold shower drop floor structure @ zero threshold shower dryer vent recess 2x6 recessed shelves grab bars @ toilet grab bars @ toilet 2' - 10 1/4" Finished Basement683 gsf condensor 2' - 0" --Owner: Project Name: Drawing Name: Revisions: Date: Scale: Approvals: Sheet No. Prepared for the exclusive use of WRIGHT BUILDERS, INC. staff, subcontractors, and suppliers. All other uses prohibited. 48 BATES STREET NORTHAMPTON, MASSACHUSETTS 01060 413-586-8287 413-586-9276 THESE DESIGN PLANS, SUMMARIES AND/OR ANALYSIS (THE "PLANS") AND ALL OTHER WRITTEN MATERIALS AND DOCUMENTATION WHICH WERE PREPARED AND OR PRODUCED BY WRIGHT BUILDERS, INC. (THE "COMPANY") IN CONNECTION THEREWITH ARE SPECIFICALLY AND EXCLUSIVELY INTENDED FOR USE SOLELY BY THE COMPANY IN THE CONSTRUCTION OF THE BUILDING AND RELATED IMPROVEMENTS REFLECTED THEREON AND ARE NOT INTENDED FOR OR TO BE USED OR RELIED UPON BY ANY OTHER PARTY WITHOUT PRIOR EXPRESS WRITTEN CONSENT OF THE COMPANY WHICH AUTHORIZATION SHALL BE GRANTED IN THE SOLE AND EXCLUSIVE DISCRETION OF THE COMPANY 1/4" = 1'-0" 3/24/2020 8:32:47 AM First Floor Plan Meadow Run Arts & Crafts Cottage Lot #4 Emmy Clausing 03/24/20 03/19/20 03/04/20 03/03/20 02/17/20 Review Review Review Review Review 23 Ford Crossing Northampton, MA A2 1/4" = 1'-0" 1First Floor Plan A A6 drop wall at garage door 10 1/4" superior foundation wall system XI 10"dia x 48"deep bigfoot footing (typical) porch above beam pocket beam pocket 30"x30"x12" deep footing at lally columns (typical) UP 14 R @ 7 13/16" 52' - 0" 36' - 0" 16' - 0" 11' - 4" 8' - 8" 8' - 8" 7' - 4" 5' - 9" J 7' - 7"18' - 11"25' - 6" 10' - 1 1/2"10' - 2 1/2"3' - 6"12' - 2" 37' - 6 1/4" 52' - 0" 50' - 0" B A6 precast window well (typical) chase location 8" poured concrete wall bowman egress window well H H 14' - 5 3/4"14' - 6 1/4"11' - 6" B01 Mechanical B02 24' - 6" 8"x16" poured concrete footing concrete footings bearing wall bearing wall 2' - 6" 22' - 0"5' - 6" 24' - 6" 16' - 0" 6' - 10" 18' - 8" 50' - 0" 52' - 0" beam pocket beam pocket beam pocketbeam pocket 9' - 4" 9' - 4" 9' - 4" 28' - 0" 6' - 0" 34" flush beam above 2' - 7"16' - 10"2' - 7" 7' - 0"18' - 0"11' - 0" 12" of crushed stone, drain to footing drains 12" of crushed stone, drain to footing drains 12" of crushed stone, drain to footing drains -cedar walls 5' - 1"dw dw dw 2' - 0" 4' - 4" 14' - 4"10' - 4"11' - 4" 1' - 6"1' - 10"1' - 6" 13' - 3 3/4"7' - 10" 9' - 4"9' - 4"9' - 4" Slab on Grade Garage Mechanical B02 11' - 0" 14' - 7" 36" B02 34" B04 3' - 7" 9' - 6 1/2" B05 36"-no drywall interiorwater heater ERV sump w/ curb & radon exhaust 4" radon vent riser thru roof Basement Unfinished 19' - 5" 4' - 3 1/2" 6' - 1" 30" vanity (5) @ 24" D. 36x48 shower shelf & pole shelf & pole shelf & pole 72" bipass B03a 34" frosted B03 H 5' - 10" 13' - 5" screened porch above mini split mini split mini split hardwood stairs 11' - 6" E-erv E-erv S-erv S-erv S-erv possible shower seat location 2' - 3"5' - 9"5' - 9" 9' - 9" Basement Unfinished B06 Bath 2 tile B04 Bedroom 3 hardwood B03 Finished Room hardwood B02 Cedar Closet hardwood B01 1/4" = 1'-0" 1Foundation Plan Owner: Project Name: Drawing Name: Revisions: Date: Scale: Approvals: Sheet No. Prepared for the exclusive use of WRIGHT BUILDERS, INC. staff, subcontractors, and suppliers. All other uses prohibited. 48 BATES STREET NORTHAMPTON, MASSACHUSETTS 01060 413-586-8287 413-586-9276 THESE DESIGN PLANS, SUMMARIES AND/OR ANALYSIS (THE "PLANS") AND ALL OTHER WRITTEN MATERIALS AND DOCUMENTATION WHICH WERE PREPARED AND OR PRODUCED BY WRIGHT BUILDERS, INC. (THE "COMPANY") IN CONNECTION THEREWITH ARE SPECIFICALLY AND EXCLUSIVELY INTENDED FOR USE SOLELY BY THE COMPANY IN THE CONSTRUCTION OF THE BUILDING AND RELATED IMPROVEMENTS REFLECTED THEREON AND ARE NOT INTENDED FOR OR TO BE USED OR RELIED UPON BY ANY OTHER PARTY WITHOUT PRIOR EXPRESS WRITTEN CONSENT OF THE COMPANY WHICH AUTHORIZATION SHALL BE GRANTED IN THE SOLE AND EXCLUSIVE DISCRETION OF THE COMPANY 1/4" = 1'-0" 3/24/2020 8:32:48 AM Foundation Plan Meadow Run Arts & Crafts Cottage Lot #4 Emmy Clausing 03/19/20 03/04/20 03/03/20 02/17/20 Review Review Review Review Review 23 Ford Crossing Northampton, MA A3 E100 fiberglass shingles Optional PV Panels 5 1/2" corner aluminum gutter & downspout 6" / 10" tapered column wrap with cap and base 3 1/2" window casing (typical) pvc trim and lattice where in contact with ground B F 7" / 12" 5/4"x8" hardie trim 3 1/2" window / door casing (typical) 5/4"x8" hardie trim 12" bracket 5" exposure hardie clapboards 6" bracket 7" / 12" 7" 12" B F fiberglass shingles D E 7" / 12" A E103 hose bibb ERV out dryer vent hood vent 3 1/2" door casing (typical) 5 1/2" corner (typical) 5/4 x 8 hardie trim board 5/4 x 8 hardie trim board 6" x 6" bracket(typical) 7 " / 1 2 " 7' - 0" 1/4" = 1'-0" 1South Elevation 1/4" = 1'-0" 2West Elevation Owner: Project Name: Drawing Name: Revisions: Date: Scale: Approvals: Sheet No. Prepared for the exclusive use of WRIGHT BUILDERS, INC. staff, subcontractors, and suppliers. All other uses prohibited. 48 BATES STREET NORTHAMPTON, MASSACHUSETTS 01060 413-586-8287 413-586-9276 THESE DESIGN PLANS, SUMMARIES AND/OR ANALYSIS (THE "PLANS") AND ALL OTHER WRITTEN MATERIALS AND DOCUMENTATION WHICH WERE PREPARED AND OR PRODUCED BY WRIGHT BUILDERS, INC. (THE "COMPANY") IN CONNECTION THEREWITH ARE SPECIFICALLY AND EXCLUSIVELY INTENDED FOR USE SOLELY BY THE COMPANY IN THE CONSTRUCTION OF THE BUILDING AND RELATED IMPROVEMENTS REFLECTED THEREON AND ARE NOT INTENDED FOR OR TO BE USED OR RELIED UPON BY ANY OTHER PARTY WITHOUT PRIOR EXPRESS WRITTEN CONSENT OF THE COMPANY WHICH AUTHORIZATION SHALL BE GRANTED IN THE SOLE AND EXCLUSIVE DISCRETION OF THE COMPANY 1/4" = 1'-0" 3/24/2020 8:32:49 AM Exterior Elevations Meadow Run Arts & Crafts Cottage Lot #4 Emmy Clausing 03/19/20 03/04/20 03/03/20 02/17/20 Review Review Review Review Review 23 Ford Crossing Northampton, MA A4 E104 plumbing vent verify location FF 7" / 12" 7" 12" hose bibb radon vent verify location ERV vent 5 1/2" corner 3 1/2" window casing (typical) 5" exposure hardie clapboards 1x3 / 1x8 hardie rake boards 11" exposure hardie board and batten 5/4x4 hardie frieze board 5/4 x 8 hardie trim board 3 1/2" door casing (typical) 5/4 x 8 hardie trim board H J 5 1/2" corner 3 1/2" window casing (typical) 5" exposure hardie clapboards 1x3 / 1x8 hardie rake boards pvc trim and lattice where in contact with ground DS cond. C cond. A GG 11" exposure hardie board and batten 5/4 x 8 hardie trim board 5/4x4 hardie frieze boards hose bibb 5/4 x 8 hardie trim board ERV in 6" x 6" bracket(typical) 5/4x8 hardie trim boards 5/4x8 hardie trim boards 7" 12" 7" 12" 7" / 12" 7" / 12" F elec meters G G cond. 1/4" = 1'-0" 1North Elevation 1/4" = 1'-0" 2East Elevation Owner: Project Name: Drawing Name: Revisions: Date: Scale: Approvals: Sheet No. Prepared for the exclusive use of WRIGHT BUILDERS, INC. staff, subcontractors, and suppliers. All other uses prohibited. 48 BATES STREET NORTHAMPTON, MASSACHUSETTS 01060 413-586-8287 413-586-9276 THESE DESIGN PLANS, SUMMARIES AND/OR ANALYSIS (THE "PLANS") AND ALL OTHER WRITTEN MATERIALS AND DOCUMENTATION WHICH WERE PREPARED AND OR PRODUCED BY WRIGHT BUILDERS, INC. (THE "COMPANY") IN CONNECTION THEREWITH ARE SPECIFICALLY AND EXCLUSIVELY INTENDED FOR USE SOLELY BY THE COMPANY IN THE CONSTRUCTION OF THE BUILDING AND RELATED IMPROVEMENTS REFLECTED THEREON AND ARE NOT INTENDED FOR OR TO BE USED OR RELIED UPON BY ANY OTHER PARTY WITHOUT PRIOR EXPRESS WRITTEN CONSENT OF THE COMPANY WHICH AUTHORIZATION SHALL BE GRANTED IN THE SOLE AND EXCLUSIVE DISCRETION OF THE COMPANY 1/4" = 1'-0" 3/24/2020 8:32:50 AM Exterior Elevations Meadow Run Arts & Crafts Cottage Lot #4 Emmy Clausing 03/19/20 03/04/20 03/03/20 02/17/20 Review Review Review Review Review 23 Ford Crossing Northampton, MA A5 1st floor 0' -0" t.o. foun house -0' -6 3/4" b.o. foun wall -9' -6 3/4" basement -9' -1 1/4" t.o. plate 1st 8' -1 1/4" Dining hardwood 105 A7 7 Sim A7 4 Sim A7 1 Sim 7" 12" 1' - 0" Raised Heel Truss 9' -1 1/4" 10 1/4" superior foundation wall system XI Study 102 Main Bath 119 Main Bedroom 116 1st floor 0' -0" t.o. garage slab -1' -2" t.o. plate 1st 8' -1 1/4" b.o. foun wall garage -5' -6 3/4" 2 Car Garage 110 A7 6 Sim A7 3 Sim 7" 12" Raised Heel Truss 9' -1 1/4" 1/4" = 1'-0" ASection -House 1/4" = 1'-0" BSection -Garage Owner: Project Name: Drawing Name: Revisions: Date: Scale: Approvals: Sheet No. Prepared for the exclusive use of WRIGHT BUILDERS, INC. staff, subcontractors, and suppliers. All other uses prohibited. 48 BATES STREET NORTHAMPTON, MASSACHUSETTS 01060 413-586-8287 413-586-9276 THESE DESIGN PLANS, SUMMARIES AND/OR ANALYSIS (THE "PLANS") AND ALL OTHER WRITTEN MATERIALS AND DOCUMENTATION WHICH WERE PREPARED AND OR PRODUCED BY WRIGHT BUILDERS, INC. (THE "COMPANY") IN CONNECTION THEREWITH ARE SPECIFICALLY AND EXCLUSIVELY INTENDED FOR USE SOLELY BY THE COMPANY IN THE CONSTRUCTION OF THE BUILDING AND RELATED IMPROVEMENTS REFLECTED THEREON AND ARE NOT INTENDED FOR OR TO BE USED OR RELIED UPON BY ANY OTHER PARTY WITHOUT PRIOR EXPRESS WRITTEN CONSENT OF THE COMPANY WHICH AUTHORIZATION SHALL BE GRANTED IN THE SOLE AND EXCLUSIVE DISCRETION OF THE COMPANY 1/4" = 1'-0" 3/24/2020 8:32:50 AM Sections & Schedules Meadow Run Arts & Crafts Cottage Lot #4 Emmy Clausing 03/24/20 03/19/20 02/17/20 Review Review Review Review Review 23 Ford Crossing Northampton, MA A6 W i n d o w S c h e d u l e M a r k Q u a n t i t y M a n u f . R o u g h W i d t h R o u g h H e i g h t F i n i s h M u n t i n s G l a z i n g H e a d H e i g h t C o m m e n t s A 2 P a r a d i g m 2 ' 5 3 / 4 " 2 ' 5 3 / 4 " w h i t e 4 l i t e i n s u l a t e d g l a s s l o w E g l a z e d 1 7 ' 0 " f i x e d w i n d o w B 2 P a r a d i g m 2 ' 5 3 / 4 " 2 ' 5 3 / 4 " w h i t e 2 l i t e i n s u l a t e d g l a s s l o w E g l a z e d 6 ' 1 0 1 / 2 " a w n i n g w i n d o w C 1 P a r a d i g m 4 ' 1 0 3 / 4 " 2 ' 5 3 / 4 " w h i t e 4 l i t e i n s u l a t e d g l a s s l o w E g l a z e d 6 ' 1 0 1 / 2 " d o u b l e a w n i n g w i n d o w D 1 P a r a d i g m 4 ' 2 3 / 4 " 3 ' 5 3 / 4 " w h i t e 6 l i t e i n s u l a t e d g l a s s l o w E g l a z e d 6 ' 1 0 1 / 2 " d o u b l e c a s e m e n t w i n d o w E 2 P a r a d i g m 2 ' 9 3 / 4 " 4 ' 5 3 / 4 " w h i t e 3 o v e r 1 i n s u l a t e d g l a s s l o w E g l a z e d 6 ' 1 0 1 / 2 " d o u b l e h u n g w i n d o w F 5 P a r a d i g m 5 ' 6 3 / 4 " 4 ' 1 1 3 / 4 " w h i t e 3 o v e r 1 i n s u l a t e d g l a s s l o w E g l a z e d 6 ' 1 0 1 / 2 " p a i r d o u b l e h u n g w i n d o w s G 4 P a r a d i g m 2 ' 9 3 / 4 " 4 ' 1 1 3 / 4 " w h i t e 3 o v e r 1 i n s u l a t e d g l a s s l o w E g l a z e d 6 ' 1 0 1 / 2 " d o u b l e h u n g w i n d o w H 3 P a r a d i g m 2 ' 8 " 1 ' 4 " w h i t e i n s u l a t e d g l a s s l o w E g l a z e d 8 ' 6 1 / 2 " b a s e m e n t w i n d o w J 1 B o w m a n 4 ' 0 " 4 ' 0 " w h i t e i n s u l a t e d g l a s s l o w E g l a z e d 8 ' 6 1 / 2 " B o w m a n e g r e s s b a s e m e n t w i n d o w I n t e r i o r D o o r S c h e d u l e D o o r # W i d t h H e i g h t M a n u f . H a r d w a r e M o d e l C o m m e n t s 1 0 2 2 ' 1 0 " 6 ' 8 " B r o s c o p r i v a c y P R 3 0 S 3 P a n e l h i n g e d d o o r 1 0 3 2 ' 0 " 6 ' 8 " B r o s c o p a s s a g e P R 3 0 S 3 P a n e l h i n g e d d o o r 1 0 4 2 ' 6 " 6 ' 8 " p a s s a g e P R 3 0 S 3 P a n e l p o c k e t d o o r 1 0 6 2 ' 6 " 6 ' 8 " B r o s c o p a s s a g e P R 3 0 S 3 P a n e l F r o s t e d h i n g e d d o o r ( f r o s t e d w h i t e l a m i n a t e ) 1 0 7 2 ' 6 " 6 ' 8 " B r o s c o p a s s a g e P R 3 0 S 3 P a n e l h i n g e d d o o r 1 0 8 5 ' 0 " 6 ' 8 " p a s s a g e P R 3 0 S 3 P a n e l F r o s t e d d o u b l e h i n g e d d o o r ( f r o s t e d w h i t e l a m i n a t e ) 1 0 9 2 ' 0 " 6 ' 8 " B r o s c o p a s s a g e P R 3 0 S 3 P a n e l h i n g e d d o o r 1 1 2 4 ' 0 " 6 ' 8 " B r o s c o p a s s a g e P R 3 0 S 3 P a n e l d o u b l e h i n g e d d o o r 1 1 3 2 ' 1 0 " 6 ' 8 " B r o s c o p r i v a c y P R 3 0 S 3 P a n e l h i n g e d d o o r 1 1 4 2 ' 1 0 " 6 ' 8 " B r o s c o p r i v a c y P R 3 0 S 3 P a n e l F r o s t e d h i n g e d d o o r ( f r o s t e d w h i t e l a m i n a t e ) 1 1 5 4 ' 0 " 6 ' 8 " B r o s c o p a s s a g e P R 3 0 S 3 P a n e l d o u b l e h i n g e d d o o r 1 1 6 2 ' 1 0 " 6 ' 8 " B r o s c o p r i v a c y P R 3 0 S 3 P a n e l F r o s t e d h i n g e d d o o r ( f r o s t e d w h i t e l a m i n a t e ) 1 1 7 4 ' 0 " 6 ' 8 " B r o s c o p a s s a g e P R 3 0 S 3 P a n e l b i p a s s d o o r 1 1 8 2 ' 1 0 " 6 ' 8 " B r o s c o p a s s a g e P R 3 0 S 3 P a n e l p o c k e t d o o r 1 1 9 2 ' 1 0 " 6 ' 8 " B r o s c o p r i v a c y P R 3 0 S 3 P a n e l p o c k e t d o o r B 0 1 2 ' 1 0 " 6 ' 8 " B r o s c o p a s s a g e P R 3 0 S 3 P a n e l h i n g e d d o o r B 0 2 3 ' 0 " 6 ' 8 " B r o s c o p a s s a g e P R 3 0 S 3 P a n e l h i n g e d d o o r B 0 3 2 ' 1 0 " 6 ' 8 " B r o s c o p r i v a c y P R 3 0 S 3 P a n e l F r o s t e d h i n g e d d o o r ( f r o s t e d w h i t e l a m i n a t e ) B 0 3 a 6 ' 0 " 6 ' 8 " B r o s c o p a s s a g e P R 3 0 S 3 P a n e l b i p a s s d o o r B 0 4 2 ' 1 0 " 6 ' 8 " B r o s c o p r i v a c y P R 3 0 S 3 P a n e l h i n g e d d o o r B 0 5 3 ' 0 " 6 ' 8 " B r o s c o p a s s a g e P R 3 0 S 3 P a n e l h i n g e d d o o r E x t e r i o r D o o r S c h e d u l e D o o r # L o c a t i o n W i d t h H e i g h t M a n u f a c t u r e r H a r d w a r e # B o r i n g s M o d e l C o m m e n t s E 1 0 0 F r o n t D o o r 3 ' 0 " 6 ' 8 " T h e r m a T r u d e a d b o l t 2 C C A 2 3 0 w / 4 b l o c k d e n t i l S m o o t h P r o F i b e r g l a s s h i n g e d d o o r , T o p V i e w C r a f t s m a n E 1 0 1 P a t i o D o o r 6 ' 0 " 6 ' 8 " P a r a d i g m p r i v a c y 2 1 5 l i t e f u l l l i t e s l i d i n g d o o r E 1 0 2 G a r a g e P e r s o n D o o r 3 ' 0 " 6 ' 8 " J e l d W e n d e a d b o l t 2 S 2 9 6 t h r e e p a n e l r a t e d h i n g e d d o o r E 1 0 3 R e a r D o o r 3 ' 0 " 6 ' 8 " T h e r m a T r u k e y e d 2 C C A 2 3 0 3 l i t e 2 p a n e l h i n g e d d o o r E 1 0 4 G a r a g e O v e r h e a d 1 6 ' 0 " 7 ' 0 " G e n e r a l D o o r C o . o p e n e r A d v a n t a g e E s t a t e o v e r h e a d g a r a g e d o o r w i t h e l e c t r i c o p e n e r aluminum drip edge 2x8 sub fascia 14" perforated hardie panel soffit 1x8 hardie fascia 1x3 hardie fascia beam (see framing plans) -fiberglass shingles -15# felt paper -ice and water barrier 2' beyond inside face of exterior wall -5/8" CDX sheathing -roof rafters (see framing plans) -ceiling joists (see framing plans) 7 12 12" hardie panel w/battens on 1'x2' pattern ceiling 1x hardie wrapped beam 14" 6" / 10" tapered column wrap with cap and base batten trim at edges 2x4 sill plate 2x8 p.t. sill plate -3/4" T&G advantech glued & nailed -floor trusses (see framing plans) -unfaced batt fiberglass insulation -vapor barrier to the warm side 8" anchor bolts per code 2x6 blocking at trusses 2x6 (ripped) fill with closed cell foam insulation R29 Wall -10 1/4" superior foundation wall system XI -R10 foundation insulation -R19 6" unfaced fiberglass insulation -1/2" MR drywall 5/4 x 8 hardie trim board decking 5/4 x 6 pressure treated floor joists (see framing plans) pressure treated post on to anchor bolt joist hangers 2x6 pressure treated ledger board flashing risers: pre-finished hardie 1 x 8 big foot footing 7" blocking below columns fill with closed cell foam insulation 6" / 10" tapered column wrap with cap and base 10" treads: decking 5/4 x 6 -3 1/2" concrete slab atop vapor barrier, reinforced with wire mesh -4”rigid insulation R-21.6 -6”gravel base 4" rigid perforated perimeter drainage in crushed stone base (see specs) fill with closed cell foam insulation 10 1/4" 2" rigid insulation R-10.8 R29 Wall -10 1/4" superior foundation wall system XI -R10 foundation insulation -R19 6" unfaced fiberglass insulation -1/2" MR drywall 2" aluminum drip edge 2x8 sub fascia (2) 2x6 top plate -hardie plank siding (5" to weather) -typar building wrap -7/16" zip sheathing -2x6 wall studs @ 16" o.c. -fiberglass shingles -15# felt paper -ice and water barrier 2' beyond inside face of exterior wall -5/8" CDX sheathing -pre-engineered roof trusses (see framing plans) 12" 7 12 12" perforated hardie panel soffit 1x8 hardie fascia 1x3 hardie fascia 8" poured in place concrete wall -4" concrete slab with fiber mesh -vapor barrier -6" gravel base -hardie plank siding (5" to weather) -7/16" zip sheathing -2x6 wall studs @ 16" o.c. 1/2" expansion joint at perimeter anchor bolts per code 8" x 16" poured in place concrete footing w/ keyway (2) #3 -3/8" reinforcing bars continuous (2) #3 -3/8" reinforcing bars continuous top and bottom -hardie 5/4 x 8 trim board double 2x4 top plate 1x10 hardie perforated soffit -fiberglass shingles -15# felt paper -Ice and water barrier to 2'-0" beyond interior face of exterior wall -5/8" CDX sheathing -roof rafters (see framing plans) 1x8 hardie fascia 1x3 hardie fascia aluminum drip edge -hardie board and batten -typar building wrap -7/16" zip sheathing -2x6 wall studs @ 16" o.c. 5/4x4 hardie frieze board*12" overhang on east and west gable of main house to match front gable 10" 6" x 6" bracket aluminum drip edge 2x8 sub fascia 12" 3/4" plywood atop (2) 2x4 walls proper-vent7 12 r a i s e d h e e l 1 2 " -hardie plank siding (5" to weather) -7/16" zip sheathing -2x4 wall studs @ 16" o.c. -2" air space -2x4 wall studs @ 16" o.c. -R36 10" cellulose insulation -1/2" gypsum wall board interior finish -fiberglass shingles -15# felt paper -ice and water barrier 2' beyond inside face of exterior wall -5/8" CDX sheathing -pre-engineered raised heel roof trusses (see framing plans) -18" -R63 blown cellulose insulation with air sealing -vapor barrier 12" perforated hardie panel soffit 1x8 hardie fascia 1x3 hardie fascia 5/4" x 8" hardie frieze board -1x3 furring -1/2" gypsum wall board interior finish field applied whole house interior sealant double 2x4 top plate 1x14 hardie perforated soffit -fiberglass shingles -15# felt paper -Ice and water barrier to 2'-0" beyond interior face of exterior wall -5/8" CDX sheathing -roof rafters (see framing plans) 1x8 hardie fascia 1x3 hardie fascia aluminum drip edge -hardie board and batten -typar building wrap -7/16" zip sheathing -2x6 wall studs @ 16" o.c. 5/4x4 hardie frieze board 14" 12"x12" bracket 3/4" = 1'-0" 5Detail Fascia Front Porch 3/4" = 1'-0" 4Detail Foundation Connection House 3/4" = 1'-0" 2Detail Floor at Front Porch 3/4" = 1'-0" 1Detail Basement Floor & Foundation 3/4" = 1'-0" 6Detail Fascia Garage 3/4" = 1'-0" 3Detail Floor Garage Owner: Project Name: Drawing Name: Revisions: Date: Scale: Approvals: Sheet No. Prepared for the exclusive use of WRIGHT BUILDERS, INC. staff, subcontractors, and suppliers. All other uses prohibited. 48 BATES STREET NORTHAMPTON, MASSACHUSETTS 01060 413-586-8287 413-586-9276 THESE DESIGN PLANS, SUMMARIES AND/OR ANALYSIS (THE "PLANS") AND ALL OTHER WRITTEN MATERIALS AND DOCUMENTATION WHICH WERE PREPARED AND OR PRODUCED BY WRIGHT BUILDERS, INC. (THE "COMPANY") IN CONNECTION THEREWITH ARE SPECIFICALLY AND EXCLUSIVELY INTENDED FOR USE SOLELY BY THE COMPANY IN THE CONSTRUCTION OF THE BUILDING AND RELATED IMPROVEMENTS REFLECTED THEREON AND ARE NOT INTENDED FOR OR TO BE USED OR RELIED UPON BY ANY OTHER PARTY WITHOUT PRIOR EXPRESS WRITTEN CONSENT OF THE COMPANY WHICH AUTHORIZATION SHALL BE GRANTED IN THE SOLE AND EXCLUSIVE DISCRETION OF THE COMPANY 3/4" = 1'-0" 3/24/2020 8:32:51 AM Details Meadow Run Arts & Crafts Cottage Lot #4 Emmy Clausing 03/19/20 02/17/20 Review Review Review Review Review 23 Ford Crossing Northampton, MA A7 3/4" = 1'-0" 8Detail Roof Rake Main House 3/4" = 1'-0" 7Detail Fascia House Truss 3/4" = 1'-0" 9Detail Roof Rake Front Porch 2x6 p.t. floor joists at 16" o.c. hanger joists into 2x6 p.t. ledger board pre-engineered floor trusses (see truss drawings) pre-engineered floor trusses (see truss drawings) bearing wall below LVL beam (2) 1 3/4" x 9 1/2" (see calcs) Beam DB2-2 (2) 2x8 p.t. beam flush framed bearing wall below 18' - 0" pre-engineered floor trusses (see truss drawings) LVL flush beam (see calcs) LVL beam (2) 1 3/4" x 9 1/2" (see calcs) Beam DB2-2 LVL beam (2) 1 3/4" x 9 1/2" (see calcs) Beam DB2-2 2x6 @ 16" o.c. framing for stair landing 14' - 5 3/4"12' - 0 1/4" 6' - 0" LVL beam (2) 1 3/4" x 9 1/2" (see calcs) Beam DB2-2 (2) 2x8 p.t. beam flush framed 2x8 p.t. floor joists at 16" o.c. hanger joists into 2x8 p.t. ledger board 1/4" = 1'-0" 1First Floor Framing Plan Owner: Project Name: Drawing Name: Revisions: Date: Scale: Approvals: Sheet No. Prepared for the exclusive use of WRIGHT BUILDERS, INC. staff, subcontractors, and suppliers. All other uses prohibited. 48 BATES STREET NORTHAMPTON, MASSACHUSETTS 01060 413-586-8287 413-586-9276 THESE DESIGN PLANS, SUMMARIES AND/OR ANALYSIS (THE "PLANS") AND ALL OTHER WRITTEN MATERIALS AND DOCUMENTATION WHICH WERE PREPARED AND OR PRODUCED BY WRIGHT BUILDERS, INC. (THE "COMPANY") IN CONNECTION THEREWITH ARE SPECIFICALLY AND EXCLUSIVELY INTENDED FOR USE SOLELY BY THE COMPANY IN THE CONSTRUCTION OF THE BUILDING AND RELATED IMPROVEMENTS REFLECTED THEREON AND ARE NOT INTENDED FOR OR TO BE USED OR RELIED UPON BY ANY OTHER PARTY WITHOUT PRIOR EXPRESS WRITTEN CONSENT OF THE COMPANY WHICH AUTHORIZATION SHALL BE GRANTED IN THE SOLE AND EXCLUSIVE DISCRETION OF THE COMPANY 1/4" = 1'-0" 3/24/2020 8:32:52 AM Floor Framing Plan Meadow Run Arts & Crafts Cottage Lot #4 Emmy Clausing 03/19/20 02/17/20 Review Review Review Review Review 23 Ford Crossing Northampton, MA A8 REF. DW DW pre-engineered roof trusses (see truss drawings) (2) 1 3/4" x ??" continuous LVL header @ garage doors (see calcs) 2x6 ladder framing @ overhang (typical) (2) 2x10 header (2) 2x10 header (2) 2x10 header 2x6 ladder framing @ overhang (typical) pre-engineered roof trusses (see truss drawings) 2x6 ladder frame 2x8 roof rafters and 2x6 ceiling joists @ 16" o.c. (3) 2x10 beam 2' - 0" 2x6 ladder framing @ overhang (typical) pre-engineered roof trusses (see truss drawings) pre-engineered roof trusses (see truss drawings) 2x6 ladder framing @ overhang (typical) pre-engineered roof trusses (see truss drawings) double girder truss (see truss drawings) (2) 2x10 header (2) 2x10 header (2) 2x10 header 2x8 roof rafters overframing LVL flush beam (2) 1 3/4" x 11 7/8" (see calcs) Beam B1-2 2x6 ladder framing @ overhang (typical) 2x6 ladder frame at roof overhang (2) 2x10 header (2) 2x10 header (2) 2x10 header (2) 2x10 header (2) 2x10 header (2) 2x10 header (2) 2x10 header (2) 2x10 header 2x6 ladder frame 2x8 roof rafters and 2x6 ceiling joists @ 16" o.c. (3) 2x10 beam Owner: Project Name: Drawing Name: Revisions: Date: Scale: Approvals: Sheet No. Prepared for the exclusive use of WRIGHT BUILDERS, INC. staff, subcontractors, and suppliers. All other uses prohibited. 48 BATES STREET NORTHAMPTON, MASSACHUSETTS 01060 413-586-8287 413-586-9276 THESE DESIGN PLANS, SUMMARIES AND/OR ANALYSIS (THE "PLANS") AND ALL OTHER WRITTEN MATERIALS AND DOCUMENTATION WHICH WERE PREPARED AND OR PRODUCED BY WRIGHT BUILDERS, INC. (THE "COMPANY") IN CONNECTION THEREWITH ARE SPECIFICALLY AND EXCLUSIVELY INTENDED FOR USE SOLELY BY THE COMPANY IN THE CONSTRUCTION OF THE BUILDING AND RELATED IMPROVEMENTS REFLECTED THEREON AND ARE NOT INTENDED FOR OR TO BE USED OR RELIED UPON BY ANY OTHER PARTY WITHOUT PRIOR EXPRESS WRITTEN CONSENT OF THE COMPANY WHICH AUTHORIZATION SHALL BE GRANTED IN THE SOLE AND EXCLUSIVE DISCRETION OF THE COMPANY 1/4" = 1'-0" 3/24/2020 8:32:53 AM Roof Framing Plan Meadow Run Arts & Crafts Cottage Lot #4 Emmy Clausing 03/19/20 02/17/20 Review Review Review Review Review 23 Ford Crossing Northampton, MA A9 1/4" = 1'-0" 1Roof Framing Plan REF. DW DW S-fb F heat UU cable sd/co garage H S gfci to light at bottom of stairs gfci post light (verify location) Main Bath 119 Kitchen 107 Family Room 101 Dining 105 2 Car Garage 110 Stair 18" ucl 24" ucl F S-fb ref H garb micro/hood range gfci gfci F dw gfci gfci gfci F cable 3 D 3 F F 3 sd 48" 48" F gfci gfci phone F 36" S-fb S-fb cable cable dryer washer F sd sd F 3 gfci Main Bedroom 116 Study 102 Bedroom 2 114 Closet 118 Hall 111 f/l E-erv S-erv E-erv S-erv S-erv S-erv E-erv mini split mini split mini split mini split Closet 117 Bath 1 113 ceiling fan/light gfci gfci f/l gfci duplex receptacle ground fault duplex receptacle gfci dryer outlet washer outlet dryer washer cable tv outlet cable phone outlet phone flush LED light fixture F hanging light fixture wall mounted light fixture post mounted light fixture switch 3 way switch 3 48" tube light fixture 48" 36" tube light fixture 36" post H 4 way switch 4 dishwasher outlet dw microwave/hood outlet micro smoke detector/ carbon monoxide detector sd/co smoke detector sd surface mounted light fixture S heat detector heat refrigerator outlet ref utility light fixture U overhead garage door opener outlet garage surface mounted light fixture (with fan box) S-fb under cabinet light fixture ucl exhaust fan / light f/l 1/4" = 1'-0" 1Electrical Plan First Floor 1/4" = 1'-0" Electrical Legend Owner: Project Name: Drawing Name: Revisions: Date: Scale: Approvals: Sheet No. Prepared for the exclusive use of WRIGHT BUILDERS, INC. staff, subcontractors, and suppliers. All other uses prohibited. 48 BATES STREET NORTHAMPTON, MASSACHUSETTS 01060 413-586-8287 413-586-9276 THESE DESIGN PLANS, SUMMARIES AND/OR ANALYSIS (THE "PLANS") AND ALL OTHER WRITTEN MATERIALS AND DOCUMENTATION WHICH WERE PREPARED AND OR PRODUCED BY WRIGHT BUILDERS, INC. (THE "COMPANY") IN CONNECTION THEREWITH ARE SPECIFICALLY AND EXCLUSIVELY INTENDED FOR USE SOLELY BY THE COMPANY IN THE CONSTRUCTION OF THE BUILDING AND RELATED IMPROVEMENTS REFLECTED THEREON AND ARE NOT INTENDED FOR OR TO BE USED OR RELIED UPON BY ANY OTHER PARTY WITHOUT PRIOR EXPRESS WRITTEN CONSENT OF THE COMPANY WHICH AUTHORIZATION SHALL BE GRANTED IN THE SOLE AND EXCLUSIVE DISCRETION OF THE COMPANY 1/4" = 1'-0" 3/24/2020 8:32:55 AM First Floor Electrical Plan Meadow Run Arts & Crafts Cottage Lot #4 Emmy Clausing 03/19/20 02/17/20 Review Review Review Review Review 23 Ford Crossing Northampton, MA E1 duplex receptacle ground fault duplex receptacle gfci dryer outlet washer outlet dryer washer cable tv outlet cable phone outlet phone flush LED light fixture F hanging light fixture wall mounted light fixture post mounted light fixture switch 3 way switch 3 48" tube light fixture 48" 36" tube light fixture 36" post H 4 way switch 4 dishwasher outlet dw microwave/hood outlet micro smoke detector/ carbon monoxide detector sd/co smoke detector sd surface mounted light fixture S heat detector heat refrigerator outlet ref utility light fixture U overhead garage door opener outlet garage surface mounted light fixture (with fan box) S-fb under cabinet light fixture ucl exhaust fan / light f/l to switch at top of stairs sd/co Basement U U U U FF U S S water heater ERV sump w/ curb & radon exhaust 4" radon riser Slab on Grade Garage Mechanical B05 F mini split mini split sd sd S-fb 48" U U mini split cable gfci gfci f/l 2x2 heat panel Bedroom 3 B03 Finished Room B02 Basement Unfinished B06 Bath 2 B04 Closet Cedar Closet B01 1/4" = 1'-0" Electrical Legend 1/4" = 1'-0" 2Electrical Plan Basement Owner: Project Name: Drawing Name: Revisions: Date: Scale: Approvals: Sheet No. Prepared for the exclusive use of WRIGHT BUILDERS, INC. staff, subcontractors, and suppliers. All other uses prohibited. 48 BATES STREET NORTHAMPTON, MASSACHUSETTS 01060 413-586-8287 413-586-9276 THESE DESIGN PLANS, SUMMARIES AND/OR ANALYSIS (THE "PLANS") AND ALL OTHER WRITTEN MATERIALS AND DOCUMENTATION WHICH WERE PREPARED AND OR PRODUCED BY WRIGHT BUILDERS, INC. (THE "COMPANY") IN CONNECTION THEREWITH ARE SPECIFICALLY AND EXCLUSIVELY INTENDED FOR USE SOLELY BY THE COMPANY IN THE CONSTRUCTION OF THE BUILDING AND RELATED IMPROVEMENTS REFLECTED THEREON AND ARE NOT INTENDED FOR OR TO BE USED OR RELIED UPON BY ANY OTHER PARTY WITHOUT PRIOR EXPRESS WRITTEN CONSENT OF THE COMPANY WHICH AUTHORIZATION SHALL BE GRANTED IN THE SOLE AND EXCLUSIVE DISCRETION OF THE COMPANY 1/4" = 1'-0" 3/24/2020 8:32:56 AM Basement Electrical Plan Meadow Run Arts & Crafts Cottage Lot #4 Emmy Clausing 03/19/20 02/17/20 Review Review Review Review Review 23 Ford Crossing Northampton, MA E2 HIC.pdf 2 - Meadow Run_ANR_revised 08.07.19.pdf Workers Comp Affidavit & Certificate.pdf