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23 Ford Crossing 31C-079 BP App 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 pre- drywall 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 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 RIGHT ID TOTAL PRICEPRICE UNITEND TYPE INT BEARING SIZE LOCATION PROFILE 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 PRICE UNIT 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 PRICE UNIT 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 ProductsPlotID Length Product Plies Net Qty Fab TypeDB1-2 28' 0" 1.75" x 9.5" 2.0E PWLVL 2 4 MFDDB2-3 36' 0" 1.75" x 11.25" 2.0E PWLVL 3 3 MFDFB1-2 4' 0" 1.75" x 11.875" 2.0E PWLVL 2 2 MFDBottom chordbearing at alldropped beamlocations typ.DB1-3 to be contiunous (not split at stairway per plan) to carry bearing wallfor roof trusses above. F03A does not hang into FB1-2. Blocking for headerlocations around trusses at DB2-3 typ.Pad out F02 atstairway.6-1/2" bearingrequired at this loc.HANGER LISTMSH418 - 2MSH426 - 1THO35118 - 10DB1-2DB1-2DB2-3FB1-2F05F07F07F07F03AF07GF04F09F08F06AF06AF06F06F06F05F06BF06GF06F10F15F11F12F13F14F14F14MSH418MSH418MSH426THO35118THO35118THO35118THO35118THO35118THO35118THO35118THO35118THO35118THO35118F01(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"3½"maxShifting of Truss Because of Obstruction24"oc27½"ocmaxspace2x4Floor truss can be shifted 3½" to avoid obstructions dueto plumbing, electrical, HVAC, etc. It is recommendedthat a 2x4 is attached to the top chords of the increasedspaced side of trusses to accommodate plywooddecking engineering criteria.ONLY ONE PER OCSPACING07F10Floor Truss to Beam Face Mount HangerF012x6 (Min) StrongbackRestrain @ Each EndSecure with (3) 16d Nails @ Each VerticalLocate as Close to Bottom Chord as PossibleStrongbacks Spaced at 10'-0" (Max) areRequiredto Maintain Certain Fire AssembliesStrongbacks are Recommended toMinimize VibrationPlated Floor-Truss Strongback Details(2) 16d Nails @ Top & Bottomof 2x4 Vertical Block1st floor framing detail.3"3"1/2"10 1/4"1/2"Roof Area 0 ft²Sheathing Count 0 sheetsOverhang Lines 0 ftRaked Lines 0 ftRidge Lines 0 ftHip Lines 0 ftValley Lines 0 ftTHIS IS A TRUSS PLACEMENT DIAGRAM ONLY. These trusses are designed as individual building components to beincorporated into the building design at the specificationof the building designer. See individual design sheets for eachtruss design identified on the placement drawing. The building designer is responsible for temporary and permanent bracingof the roof and floor system and for the overall structure. The design of the truss support structure including headers, beams,walls, and columns is the responsibility of the building designer. For general guidance regarding bracing, consult "Bracing ofwood trusses" available from the Truss Plate Institute, 583D'Onifrio Drive; Madison, WI 53179. It is the responsiblility of theGeneral Contractor/Superintendent to verify that the provided truss layout shall match the final intended construction plans,loading conditions, and use. If they do not, it is the responsiblility of the General Contractor/Superintendent to provideprints/plans containing the latest specifications and designs. Universal Forest Products will not be responsible forprint/planchanges by others after final approval ofshop drawings, norwill they be responsible for errors or modifications made on-siteduring construction. DO NOT CUT, NOTCH, DRILL, OR OTHERWISE"REPAIR" MANUFACTURED TRUSSES IN ANY WAYWITHOUT PRIOR WRITTEN AUTHORIZATION BY A LICENSED PROFESSIONAL DESIGNATED BY UFP. UFP WILL NOTBE HELD RESPONSIBLE FOR ANY MODIFICATIONS OR "CHARGE BACKS"DONE WITHOUT PRIOR WRITTENAUTHORIZATION FROM UFPElkin-Arts & Crafts CottageLot-4 Meadow Run Northampton, MA04/15/2020 By: aelFor Pricing20032523BFThe following information is anapproximate and NOT guaranteedPossible wall plate crushing issues.See individual truss drawings for details.Left End ofTruss SymbolLeft End of Truss SymbolF09*Note; To be used with truss drawings / Wood trussdoes not have symbol on it.Left End of Truss Symbol 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 15262823456727891011121314 W2 W3 W4W4 W1W1 T1T1 B1 T2 T3 B2 9-126-09-05 1-03-154-06-08 4-06-08 1-09-154-03-05 9-121-03-151-10-011-10-011-09-08 1-09-151-09-08 2-06-00 9-12 9-12 9-12 24-11-00 10-07-12 24-01-04 12-07-12 13-05-08 1-00-00 9-009-003-001-00-009-009-003-001-00-00Scale = 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 1FORCES (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 120032523BFFloor 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_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. 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 120032523BFFloor 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 9 2829 10 30 11 12 13 14 15 16 W2 W3 W4W4 W4W4W4 B1 T3T2 B2 W1T1 9-126-09-05 1-03-154-06-08 4-06-08 1-10-068-03-00 1-09-08 1-10-012-06-002-06-00 2-06-001-03-151-10-062-06-00 2-06-00 9-12 9-12 12-07-12 13-05-08 14-07-14 28-01-06 1-00-00 9-009-003-001-00-001-00-00 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 3FORCES (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 120032523BFFloor 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 120032523BFFloor 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 1 22 2 3 4 5 6 7 8 9 10 11 12 W2 W3 W4 W4W4 T2 B1 B2 T3 W1 T1 9-126-09-05 1-03-154-06-08 2-00-08 1-06-00 2-00-08 1-06-001-09-081-10-012-06-00 1-03-152-06-00 2-06-00 9-12 9-12 5-07-00 19-00-08 12-07-12 13-05-08 1-00-00 9-009-003-001-00-001-00-00 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 5FORCES (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 120032523BFFloor 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 9-126-09-05 1-05-014-08-00 1-00-021-05-011-10-011-09-08 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 9-009-003-001-00-001-00-00 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 6FORCES (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 120032523BFFloor 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 16272823456789101112131415 W2 W3 W4 W4W4W4 W1W1 T1T1 B1 T2 T3 B2 9-126-09-05 1-03-154-06-08 4-06-08 2-00-155-04-05 9-121-09-08 1-10-011-10-012-06-002-06-00 1-03-152-00-152-06-00 2-06-00 9-12 9-12 9-12 26-03-00 11-11-12 25-05-04 12-07-12 13-05-08 1-00-00 9-009-003-001-00-009-009-003-001-00-00Scale = 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 7FORCES (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 120032523BFFloor 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 5111234 W1 T1 B1 W2 W3 T2 BL1 10-071-081-10-012-06-00 2-04 2-04 9-12 6-02-08 5-02-08 5-04-12 1-00-00 8-068-063-101-00-009-009-003-001-00-00Scale = 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 8FORCES (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 120032523BFFloor 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 142512345678910111213 W1 W2 W3W3 B1 T1 T2 B2 W4 T31-00-071-09-082-06-00 1-03-061-09-08 1-10-019-12 24-04-06 10-06-12 23-06-10 12-11-14 12-11-14 1-00-00 9-009-003-001-00-00Scale = 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 9FORCES (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 120032523BFFloor 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 112112345678910 W1 W2 T1 B1 B2 T2 W3 T31-00-072-06-00 1-03-081-10-019-12 18-02-00 6-09-08 6-09-08 10-06-12 17-04-04 1-00-00 9-009-003-001-00-00Scale = 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 10FORCES (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 120032523BFFloor 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 714123456 W1 W2 T1 B1 W3 T2 BL11-081-02-151-10-012-06-00 2-04 2-04 9-12 11-08-08 10-08-08 10-10-12 1-00-00 8-068-063-101-00-009-009-003-001-00-00Scale = 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 11FORCES (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 120032523BFFloor 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 142512345678910111213 W1 W2 W3W3 B1 T1 T2 B2 W4 T31-00-071-09-08 2-06-00 1-03-061-10-011-09-08 9-12 24-04-06 10-06-12 23-06-10 12-11-14 12-11-14 1-00-00 9-009-003-001-00-00Scale = 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 12FORCES (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 120032523BFFloor 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 173112345678910111213141516 W1 W3W2W2 W2W2 B1 T2T1 B2 W4T31-03-081-09-08 1-10-011-09-08 1-09-08 1-00-071-02-00 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 9-009-003-001-00-00Scale = 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 13FORCES (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 120032523BFFloor 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 173112345678910111213141516 W1 W3W2W2 W2 B1 T2T1 B2 W4T3 7-00 1-00-071-09-08 1-09-08 1-02-00 1-10-011-09-08 2-06-00 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 9-009-003-001-00-00Scale = 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 14FORCES (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 120032523BFFloor 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 120032523BFFloor 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 B11-00-0010-00 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 16FORCES (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 120032523BFFloor 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 120032523BFFloor 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 1-08-105-09-10 5-09-10 1-00-00 1-00-00 2-00-08 1-08-102-00-08 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 18FORCES (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 120032523BFFloor 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:VmaSyjDIVuTMkGJQlszwHZyoeVN-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 120032523BFFloor 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-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. =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 20FORCES (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 120032523BFFloor 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 7-124-08-12 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 21FORCES (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 120032523BFFloor 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 B11-00-007-00 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 22FORCES (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 120032523BFFloor 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 1 10 2 3 4 5 W2 T2 B1 T1 W3W1 1-09-08 1-04-089-12 9-12 5-00-04 5-10-00 1-00-00 9-009-003-001-00-001-00-00 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 23FORCES (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 120032523BFFloor 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 1-03-069-03-06 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 24FORCES (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 120032523BFFloor 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 25FORCES (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 120032523BFFloor 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_KhGjbLq4UwRZkXKyu5rUUvwJzQVFa 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 BOT ID 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 00-10-082 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 13-08-1246-06-00 T03 7.00 0.00 32-09-04 00-10-082 X 6 2 X 4 PIGGYBACK 3 13-08-1246-06-00 T03GE 7.00 0.00 32-09-04 00-10-082 X 6 2 X 4 PIGGYBACK 1 13-08-1246-06-00 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 BOT ID 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 PRICE UNIT 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 ProductsPlotID Length Product Plies Net Qty Fab TypeB1-2 24' 0" 1.75" x 11.875" 2.0E PWLVL 2 2 MFDB2-2 18' 0" 1.75" x 18" 2.0E PWLVL 2 2 MFDTruss Connector Total ListManuf Product QtyUSP HUS26 12USP HUS26* 8Stick frame by othersPost directly tounderside of G01each end. 5"bearing surfacerequired typ.Field apply nailerto carry sheathingat ridge transitiontyp.BBOBBOBBOB2-2B1-2T01SGET04GET05GET05T05G01T01GEM01GET03GEV01V02V03V04V05PB01PB01HUS26HUS26HUS26HUS26HUS26HUS26HUS26HUS26HUS26HUS26HUS26HUS26HUS26HUS26HUS26HUS26HUS26HUS26HUS26HUS26T01(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" Roof Area 2889.91 ft²Sheathing Count 99 sheetsOverhang Lines 93.88 ftRaked Lines 172.35 ftRidge Lines 74.62 ftHip Lines 0 ftValley Lines 41.69 ftTHIS IS A TRUSS PLACEMENT DIAGRAM ONLY. These trusses are designed as individual building components to beincorporated into the building design at the specificationof the building designer. See individual design sheets for eachtruss design identified on the placement drawing. The building designer is responsible for temporary and permanent bracingof the roof and floor system and for the overall structure. The design of the truss support structure including headers, beams,walls, and columns is the responsibility of the building designer. For general guidance regarding bracing, consult "Bracing ofwood trusses" available from the Truss Plate Institute, 583D'Onifrio Drive; Madison, WI 53179. It is the responsiblility of theGeneral Contractor/Superintendent to verify that the provided truss layout shall match the final intended construction plans,loading conditions, and use. If they do not, it is the responsiblility of the General Contractor/Superintendent to provideprints/plans containing the latest specifications and designs. Universal Forest Products will not be responsible forprint/planchanges by others after final approval ofshop drawings, norwill they be responsible for errors or modifications made on-siteduring construction. DO NOT CUT, NOTCH, DRILL, OR OTHERWISE"REPAIR" MANUFACTURED TRUSSES IN ANY WAYWITHOUT PRIOR WRITTEN AUTHORIZATION BY A LICENSED PROFESSIONAL DESIGNATED BY UFP. UFP WILL NOTBE HELD RESPONSIBLE FOR ANY MODIFICATIONS OR "CHARGE BACKS"DONE WITHOUT PRIOR WRITTENAUTHORIZATION FROM UFPElkin-Arts & Crafts CottageRoof FramingLot-4 Meadow Run Northampton, MA04/01/2020 By: AELFor Pricing20032523BThe following information is anapproximate and NOT guaranteedPossible wall plate crushing issues.See individual truss drawings for details.Left End ofTruss SymbolLeft End of Truss SymbolF09*Note; To be used with truss drawings / Wood trussdoes not have symbol on it.Left End of Truss Symbol 712 =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 1-00-008-05-04Scale = 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 1FORCES (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 320032523BCommon 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 320032523BCommon 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?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. 712 =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 3-08 13-08-08 6-06-12 13-05-00 6-10-04 6-10-048-11-151-00-00 7-05-151-06-00Scale = 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 3FORCES (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 120032523BMonopitch 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. 712 =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 1-06-0010-08 -10-08 13-08-08 13-08-08 3-08 13-08-08 13-05-00 13-05-008-11-151-00-00 7-05-151-06-00Scale = 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 4FORCES (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 120032523BMonopitch 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. 712 =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 9-04-093-02-124-05 1-10-1-103-01-023-01-02Scale = 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 5FORCES (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 120032523BPiggyback 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. 712 =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 9-04-093-02-124-053-01-02Scale = 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 6FORCES (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 120032523BPiggyback 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. 712 =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 B3B2 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 46-06-0011-04-081-00-0011-04-00Scale = 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 7FORCES (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 120032523BPiggyback 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. 712 =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 1-00-0011-04-00Scale = 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 8FORCES (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 120032523BPiggyback 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?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. 712 =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 3332137812 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 26-06-008-09-041-00-008-08-12Scale = 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 9FORCES (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 120032523BCommon 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 120032523BCommon 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. 712 =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 1030 94 8 67 68576 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 11-10-0911-04-081-00-0011-04-00Scale = 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 11FORCES (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 120032523BPiggyback 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 120032523BPiggyback 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?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. 712 =5x8 =4x4 =2x4 =3x4 =3x4 =4x6 =MT20HS 3x10 =4x8 =5x8 =3x4 =5x8 =6x8 =MT20HS 3x10 =6x6 =4x6152223141324251211 10 1 2 3 4 5 9 21 6 20 7 8 T2 T1 T3 T4 W7 B1 B3B2 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 9-00-0211-04-00Scale = 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 13FORCES (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 120032523BPiggyback 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. 712 =4x8 =4x4 =2x4 =3x4 =3x4 =4x6 =3x4 =4x4 =6x8 =3x4 =3x4 =5x8 =3x8 =3x6 =4x6 =2x42728172425161526141312 11 1 2 3 4 5 6 10 7 22 23 8 9 T2 T1 T3 T4 W9 B1 B3B2 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 9-00-0111-04-081-00-00 9-00-0211-04-00Scale = 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 14FORCES (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 120032523BPiggyback 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?YwM8SC3yA1SNrxcM?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. 712 =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 23 22 21 20 1 2 37 3 36 38 32 4 40 31 3539 5 6 33 78 19918 34 10 1711121345141516 T2 T1 T3 T4 W7 B1 B3B2 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 28-11-0311-04-081-00-00 9-00-0211-04-00Scale = 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 15FORCES (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 120032523BPiggyback 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 120032523BPiggyback 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. 712 =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 W1B1B2 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 1-00-007-05-00Scale = 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 17FORCES (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 120032523BCOMMON 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?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. 712 =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 1-00-007-05-00Scale = 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 18FORCES (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 120032523BCommon 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. 712 =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 1-00-008-05-04Scale = 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 19FORCES (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 120032523BCommon 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. 712 =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 31711 8 10 9 T1 T1 B1 B2 ST6 ST5 ST4 ST3 ST2 ST1 ST5 ST4 ST3 ST2 ST1HW1 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 1-00-008-05-04Scale = 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 20FORCES (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 120032523BCommon 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. 712 =3x4 =4x4 =3x4 =3x4 1 13 12 11 10 9 8 7 2 6 3 51514 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 21-08-116-04-040-046-00-09Scale = 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 21FORCES (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 120032523BValley 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?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. 712 =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 17-08-115-02-040-044-10-09Scale = 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 22FORCES (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 120032523BValley 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?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. 712 =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 13-08-114-00-040-043-08-09Scale = 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 23FORCES (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 120032523BValley 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. 712 =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 9-08-112-10-040-042-06-09Scale = 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 24FORCES (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 120032523BValley 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 25FORCES (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 120032523BValley 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?YwM8SC3yA4wNxZcZAp?48cAXzV5QW