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HomeMy WebLinkAboutB16-0091- CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Description: Title 24 Analysis Calculation Date/Time: 11:29, Fri, Apr 15, 2016 Input File Name: 15110 Rev Waggoner.xml Del 1 RECEIq - f R PRF- 1 ve -e Page 1 o 9 APR 2 8 2016 GENERAL INFORMATION 01 BU F: rof INTYInns 01 Project Name Residential Building 03 8Uf!-t?(NG' FLAN N1NG 02 Calculation Description Title 24 Analysis 08 Energy Use (kTDV/ft2-yr) 03 Project Location 147 Lost Horizon Compliance Margin Percent Improvement 04 City Oroville 05 Standards Version Compliance 2015 O6 Zip Code 95966 07 Compliance Manager Version BEMCmpMgr 2013-4 (744) 08 Climate Zone CZ11 09 Software Version EnergyPro 6.6 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 270 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ft2) 2912 15 Number of Zones 1 16 Slab Area (ft2) 0 17 Number of Stories 1 18 Addition Cond. Floor Area N/A 19 Natural Gas Available No Y 0.3 2mg 20 Addition Slab Area (ft2) N/A 21 Glazing Percentage (%) 11.4% COMPLIANCE RESULTS 01 Building Complies with Computer Performance 02 This building incorporates features that require field testing and/or verificatiomby a certified HERS rater under the supervision of a CEC-approved HERS provider. 03 This building incorporates one or more Special Features shown below 06 EiU I I t GUUiN IT vCVC6Vr1V1G1m I o"nvivc..;; UREYVED FOR caw CMPI.iAANCE Registration Number: 216-NO141136A-000000000-0000 Registration Date/Time: 2016-OMT1 ; HERS Proov�ider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFiR-04072016-744 Report Generated at: 2016-04-15 11:30:29 Of ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDV/ft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 21.64 23.54 -1.90 -8.8% Space Cooling 44.36 39.35 5.01 11.3% IAQ Ventilation 0.95 0.95 0.00 0.0% Water Heating 26.05 26.05 0.00 0.0% Photovoltaic Offset ---- 0.00 0.00 --- Compliance Energy Total 93.00 89.89 �1 3.3% EiU I I t GUUiN IT vCVC6Vr1V1G1m I o"nvivc..;; UREYVED FOR caw CMPI.iAANCE Registration Number: 216-NO141136A-000000000-0000 Registration Date/Time: 2016-OMT1 ; HERS Proov�ider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFiR-04072016-744 Report Generated at: 2016-04-15 11:30:29 Of CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation DatelTime: 11:29, Fri, Apr 15, 2016 Calculation Description: Title 24 Analysis Input File Name: 15110 Rev Waggoner.xml REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. • Floor has high level of insulation • Insulation below roof deck • Window overhangs and/or fins CF1 R -PRF -01 Page 2 of 9 HERS FEATURE SUMMARY The following is a summary of the features that must be field -verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building components tables below. Building -level Verifications: • IAO mechanical ventilation Cooling System Verifications: • Minimum Airflow • Verified EER • Verified SEER • Refrigerant Charge • Fan Efficacy Watts/CFM HVAC Distribution System Verifications: • Duct Sealing • Low -leakage Air Handling Unit Domestic Hot Water System Verifications: • --None _. ENERGY DESIGN RATING .-. r-. • d/ This is the sum of the annual TDV energy consumption for energy use components included in the performance compliance'approach for the Standard Design Building (Energy Budget) and the annual TDV energy consumption for lighting and components not regulated by Title 24, Part 6 (such as domestic appliances and consumer electronics) and accounting for the annual TDV energy offset by an on-site renewable energy system. 05 Reference Energy Use Energy Design Rating Margin Percent Improvement Total Energy (kTDV/f2-yr)* 143.81 140.70 3.11 2.2% • includes calculated Appliances and Miscellaneous Energy Use (AMEU) BUILDING - FEATURES INFORMATION 01 02 03 04 05 06 07 Project Name Conditioned Floor Area (ft2) Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems Residential Building 2912 1 3 1 0 1 Registration Number: 216-N0141136A-000000000-0000 Registration Date/Time: 2016-04-17 18:53:35 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-04-15 11:30:29 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 11:29, Fri, Apr 15, 2016 Calculation Description: Title 24 Analysis Input File Name: 15110 Rev Waggoner.xml CF1 R -PRF -01 Page 3 of 9 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft2) Avg. Ceiling Height Water Heating System 1 Water Heating System 2 Residence Conditioned HVAC System1 2912 9 DHW Sys 1 Gross Area (ft2) OPAQUE SURFACES 01 02 ' ,,, y. 03°E "+ 041 05" 06 07 08 Name Construction Type Roof Rise Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Attic Residence Attic RoofResidence Ventilated 5 0.1 0.85 Yes No 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft2) Window & Door Area (ft2) Tilt (deg) Front Exterior Wall Residence R-19 Wall 270 Front 684 155.999 90 Left side Exterior Wall Residence R-19 Wall. 0 Left 504 6 90 Rear Exterior Wall Residence R-19 Wall 90 Back 684 137.003 90 Right Side Exterior Wall Residence R-19 Wall 180 Right 504 92 90 Roof Residence R-38 Roof Attic 2912 Raised Floor Residence R-30 Floor Crawlspace 2912 ATTIC 01 02 ' ,,, y. 03°E "+ 041 05" 06 07 08 Name Construction Type Roof Rise Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Attic Residence Attic RoofResidence Ventilated 5 0.1 0.85 Yes No Registration Number: 216-N0141136A-000000000-0000 Registration Date/Time: 2016-04-17 18:53:35 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-04-15 11:30:29 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation DatefTime: 11:29, Fri, Apr 15, 2016 Calculation Description: Title 24 Analysis Input File Name: 15110 Rev Waggoner.xml CF1R-PRF-01 Page 4 of 9 WINDOWS 01 02 03 04 Name Side of Building 01 02 03 04 05 06 07 08 09 10 Name Type Surface (Orientation -Azimuth) Width (ft) Height (ft) Multipli er Area (ft2) U -factor SHGC Exterior Shading Window Bed 3 Window Front Exterior Wall (Front -270) 5.0 4.0 1 20.0 0.77 0.40 Insect Screen (default) Window Bath 2 Window Front Exterior Wall (Front -270) 4.0 1.0 1 1 4.0 0.77 0.40 Insect Screen (default) M Bath Window Window Front Exterior Wall (Front -270) 6.0 4.0 1 24.0 0.77 0.40 Insect Screen (default) French Doors Window Front Exterior Wall (Front -270) 6.0 6.7 0.995 40.0 0.39 0.37 Insect Screen (default) Window 2 Dormer Window Front Exterior Wall (Front -270) -- --- 1 8.0 0.77 0.40 Insect Screen (default) Window M. Bath Window Left side Exterior Wall (Left -0) 2.0 3.0 1 6.0 0.77 0.40 Insect Screen (default) Window Bed 2 Window Rear Exterior Wall (Back -90) 5.0 4.0 1 20.0 0.77 0.40 Insect Screen (default) Window Office Window Rear Exterior Wall (Back -90) 5.0 4.0 1 20.0 0.77 0.40 Insect Screen (default) Office Door Window Rear Exterior Wall (Back -90) 3.0 6.7 0.995 20.0 0.77 0.40 Insect Screen (default) Window Kitchen Window Rear Exterior Wall (Back -90) 4.0 3.0 1 12.0 0.77 0.40 Insect Screen (default) Window French Door Window Rear Exterior Wall (Back -90) 6.0 6.7 1.02 41.0 0.77 0.40 Insect Screen (default) Window Great Window Rear Exterior Wall (Back -90)- tm6.0; s . 4.0 1 24.0 0.77 0.40 Insect Screen (default) Window Great 2 Window Right Side Exterior Wall,(Right=180) 6.0 4.0 i`1 a s 1%--24.0 0.77 0.40 Insect Screen (default) Window Great 3 Window ~"`Right Side Ezterior:Wall"(Right-180) 6.0 .t 4.0 1 ; %'...24.0 0.77 0.40 Insect Screen (default) Window Sitting Window Right`Side Exterior Wall (Right -180)r) 5:0 +- 4.0 :"' �1T X20.0 0.77 0.40 Insect Screen (default) Window M. Bed Window Right Side Exterior Wall (Right -180) _ 6.0' 4.0 1 e24.0 0.77 0.40 Insect Screen (default) DOORS 01 02 03 04 Name Side of Building Area (ft2) U -factor Lundry Door Front Exterior Wall 20.0 0.50 Entry Door Front Exterior Wall 40.0 0.50 Registration Number: 216-N0141136A-000000000-0000 Registration Date/Time: 2016-04-17 18:53:35 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-04-15 11:30:29 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 11:29, Fri, Apr 15, 2016 Calculation Description: Title 24 Analysis Input File Name: 15110 Rev Waggoner.xml CF1 R -PRF -01 Page 5 of 9 OVERHANGS AND FINS 01 02 03 04 05 06 07 08 09 10 11 12 13 14 Overhang Left Fin Right Fin Window Depth Dist Up Left Extent Right Extent Flap Ht. Depth Top Up Distl- Bot Up Depth Top Up Dist R Bot Up Window Bed 3 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Window Bath 2 2 0.1 2 2 0 0 0 0 0 0 0 0 0 M Bath Window 2 0.1 2 2 0 0 0 0 0 0 0 0 0 French Doors 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Window M. Bath 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Window Bed 2 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Window Office 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Office Door 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Window Kitchen 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Window French Door 2 0.1 2 2 0 0 0 0 0, 0 0 0 0 Window Great 2 0.1 _ 2 tt 2, . ,r _ 0.� , w 0 ' �. 0,,, 0 0 0 0 0 0 Window Great 2 2 0.1 1' 2- �s2 0'_.' 0 0� _ 0= 0 0 0 0 0 Window Great 3 2 r. by 10.1 12 J i F 'Z-- _ _t0 ' 0.. ,%'. O; t > 0 0 0 0 0 Window Sitting 2 ,.'0:1 2Xlk200 O,�y On ti 0 0 0 0 0 Window M. Bed 2 0'1 2 '2-- ' " 0 0 0" 0* 0 0 0 0 0 Registration Number: 216-N0141136A-000000000-0000 Registration Date/Time: 2016-04-17 18:53:35 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-04-15 11:30:29 I CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 11:29, Fri, Apr 15, 2016 Calculation Description: Title 24 Analysis Input File Name: 15110 Rev Waggoner.xml CFI R -PRF -01 Page 6 of 9 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 " 08 Name Heater Element Type Tank Type Total Cavity Winter Design Input Rating Construction Name Surface Type Construction Type Framing R -value U -value Assembly Layers 40000-Btu/hr 0 0 • Cavity / Frame: R-12 / 2x4 Top Chrd 2x4 Top Chord of Roof Truss @ 24 Roof Deck: Wood Siding/sheathing/decking Attic RoofResidence Attic Roofs Wood Framed Ceiling in. O.C. R 12 0.083 Roofing: Light Roof (Asphalt Shingle) • Floor Surface: Carpeted Floors Over Floor Deck: Wood Siding/sheathing/decking R-30 Floor Crawlspace Crawlspace Wood Framed Floor 2x10 @ 16 in. O.C. R 25 0.038 Cavity/ Frame: R -25/2x10 • Inside Finish: Gypsum Board • Cavity/ Frame: R -19/2x6 • Sheathing/ Insulation: R5 Sheathing • Exterior Finish: Wood - R-19 Wall Exterior Walls Wood Framed Wall 2x6 @ 16 in. O.C. R 19 0.049, Siding/sheathing/decking • Inside Finish: Gypsum Board Ceilings (below Cavity/Frame: R-9.1 /2x4 R-38 Roof Attic attic) Wood Framed Ceiling 2x4 @ 24 in. O.C, R 38 0.025 Over Floor Joists: R-28.9 insul. BUILDING ENVELOPE - HERS VERIFICATION� 4;' t:�l yam,. Ol c 1� t �,.y�•- 402°; ..., 3; '�?E ?.y r • �; �. 03+'.'F f° 04 Quality Insulation Installation (QII) ` ; "Quality Installation of,Spray Foam insulation �r ,> Building=Envelope Air,.Leakage CFM50 Not Required NofRequired 'Not Required' WATER HEATING SYSTEMS 01 02 03 04 05 06 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction (%) DHW Sys 1 - 1/1 DHW Standard DHW Heater 1 1 .0% WATER HEATERS 01 02 03 04 05 06 07 08 Name Heater Element Type Tank Type Tank Volume (gal) Energy Factor or Efficiency Input Rating Tank Exterior Insulation R -value Standby Loss (Fraction) DHW Heater 1 Propane Small Storage 50 0.6 40000-Btu/hr 0 0 Registration Number: 216-N0141136A-000000000-0000 Registration Date/Time: 2016-04-17 18:53:35 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-04072016-744 Report Generated at: 2016-04-15 11:30:29 4 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01 Project Name: Residential Building Calculation Date/Time: 11:29, Fri, Apr 15, 2016 Page 7 of 9 Calculation Description: Title 24 Analysis Input File Name: 15110 Rev Waggoner.xml SPACE CONDITIONING SYSTEMS WATER HEATING - HERS VERIFICATION 02 01 02 03 04 05 06 07 Cooling Unit Name Name Pipe Insulation Parallel Piping Compact Distribution Point -of Use Recirculation Control Central DHW Distribution Air Distribution System 1 DHW Sys 1 - 1/1 -- — — -- — — SPACE CONDITIONING SYSTEMS 01 02 03 04 05 06 SC Sys Name System Type Heating Unit Name Cooling Unit Name Fan Name Distribution Name :Heat Pump System 1:Air Distribution System 1:HVAC Fan 1:2 Heat Pump Heating and . Cooling System Heat Pump System 1 Heat Pump System 1 HVAC Fan 1 Air Distribution System 1 HVAC - HEAT PUMPS 01 02 03 04 05 06 07 08 09 10 Verified Airflow Airflow Target Heating Cooling Zonally Multispeed HERS Name Type HSPF/COP Cap 47 Cap 17 SEER EER Controlled Compressor Verification . Pump System 1 r,. SplitHeatP 8Heat 131 Heat Pum Systemumpstem0 1 -hers -cool HVAC COOLING - HERS VERIFICATION '� iP ['-1i C,- V I '"" F, 01 02 03 04 05 06 Name Verified Airflow Airflow Target Verified EER Verified SEER Verified Refrigerant Charge Heat Pump System 1 -hers -cool Required 350 Required Required Required HVAC - DISTRIBUTION SYSTEMS 01 02 03 04 05 06 07 Name Type Duct Leakage Insulation R -value Duct Location Bypass Duct HERS Verification Air Distribution System 1 DuctsCrawl Specified Lower Leakage 8 Crawl space Target None Air Distribution System 1 -hers -dist Registration Number: 216-No141136A-000000000-0000 Registration Date/Time: 2016-04-17 18:53:35 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-04-15 11:30:29 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 11:29, Fri, Apr 15, 2016 Calculation Description: Title 24 Analysis Input File Name: 15110 Rev Waggoner.xml CFI R -PRF -01 Page 8 of 9 HVAC DISTRIBUTION - HERS VERIFICATION 01 02 03 04 05 06 07 08 Name Duct Leakage Verification Duct Leakage Target (%) Verified Duct Location Verified Duct Design Buried Ducts Deeply Buried Ducts Low -leakage Air Handler Air Distribution System 1 -hers -dist Required 6.0 Not Required Not Required Not Required Not Required Required HVAC -FAN SYSTEMS 01 02 03 04 Name Type Fan Power (Watts/CFM) HERS Verification HVAC Fan 1 Single Speed PSC Furnace Fan 0.58 HVAC Fan 1 -hers -fan HVAC FAN SYSTEMS - HERS VERIFICATION 01 02 03 Name Verified Fan Watt Draw Required Fan Efficiency (Watts/CFM) HVAC Fan 1 -hers -fan . Required 0.58 IAQ (Indoor Air Quality) FANS t�"" tt FT 01 rm02 + C ]: t,, 1 �. 03 ; £R'1g t e } j 04 ; d 05 06 Dwelling Unit IAQ CFM .—# "= `IAQ Watts%CFM ` ; eIAQ F_an Type IAQ Recovery Effectiveness(%) HERS Verification , SFam IAQVentRpt 59.12 0.25 Default 0 Required Registration Number: 216-N0141136A-000000000-0000 - Registration Date/Time: 2016-04-17 18:53:35 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-04-1S 11:30:29 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 11:29, Fri, Apr 15, 2016 Calculation Description: Title 24 Analysis Input File Name: 15110 Rev Waggoner.xml` CF1 R -PRF -01 Page 9 of 9 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: Jim Spurlock Company: Signature Date: Jim Spurlock Design 2016-04-15 11:41:55 Address: CEA/HERS Certification Identification (If applicable): 225 Elm Pkwy City/State/Zip: Phone: Oroville, CA 95966 530-519-3844 - RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2. 1 certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 3. The building design features or systern design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to.the enforcement, agency. for approval with this building permit application. Responsible Designer Name: - ' Responsible Designer Signature: ;� 3 Eric Ausmus Company: t r{�- t' Date Signed: Ausmus Engineering 2016-04-1718:53:35 Address: License: 3115 Johnny Lane xxxxx City/State/Zip: Phone: Chico, CA 95973 530-521-2648 Digitally signed by Ca10ERTS. This digital signature is provided in order to secure the content of this registered document, and in noway implies Registration Provider responsibility for the accuracy of the information. Registration Number:. 216-N0141136A-000000000-0000 Registration Date/Time: 2016-04-17 18:53:35 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-04-15 11:30:29 /RUMW,- [9H(@Ua[RCMH(@q DaC�o Civil Engineering & Design 3115 Johnny Lane, Chico, CA 95973 Phone: (530) 521-2648 ericausmusCEDgmail.com APPEND TO Engineering Calculations Project Name: WAGGONER RESIDENCE ' Site Information 147 LOST HORIZON DR OROVILLE, CA 95966 BUTTE COUNTY' MAY242016 DEVELOPMENT SERVICES . QIG�do� 1 . /v\ Ple.65286 09-30-2011 ' 74 usmus ar 05/17/16 PERMIT# hJ�(o �0l�GI BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODEOIVIPLIANCE DAT — �� jj� PrVkt: Waggoner Location: Pier Footing Footing [2013 California Building Code(2012 NDS)] Footing Size: 2.0 FT x 2.0 FT x 12.00 IN Reinforcement: #4 Bars @ 8.00 IN. O.C. EM / (3) min. Section Footing Design Adequate FOOTING PROPERTIES a = 0.69 in Allowable Soil Bearing Pressure: Qs = 1500 psf Concrete Compressive Strength: F'c = 2500 psi Reinforcing Steel Yield Strength: Fy = 60000 psi Concrete Reinforcement Cover: c = 3 in FOOTING SIZE Area Provided: A = Width: W = 2 ft Length: L = 2 ft Depth: Depth = 12 in Effective Depth to Top Layer of Steel: d = 8.25 in COLUMN AND BASEPLATE SIZE Beam Shear: Vu1 = Column Type: Wood Vc1 = Column Width: m = 4 in Column Depth: n= 4 in FOOTING CALCULATIONS a = 0.69 in Bearing Calculations: As(1) = 0.05 int Ultimate Bearing Pressure: Qu = 1252 psf Effective Allowable Soil Bearing Pressure: Qe = 1350 psf Required Footing Area: Areq = 3.71 sf Area Provided: A = 4.00 sf Baseplate Bearing: Development Length Required: Ld = Bearing Required: Bear = 7178 Ib Allowable Bearing: Bear -A = 44200 Ib Beam Shear Calculations (One Way Shear): therefore adequate development length not required. Beam Shear: Vu1 = 1122 Ib Allowable Beam Shear: Vc1 = 14850 Ib Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 49 in Punching Shear: Vu2 = 5308 Ib Allowable Punching Shear (ACI 11-35): vc2-a = 90956 Ib Allowable Punching Shear (ACI 11-36): vc2-b = 132413 Ib Allowable Punching Shear (ACI 11-37): vc2-c = 60638 Ib Controlling Allowable Punching Shear: vc2 = 60638 Ib Bending Calculations: Factored Moment: Mu = 21533 in -Ib Nominal Moment Strength: Mn = 251278 in -Ib Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.69 in Steel Required Based on Moment: As(1) = 0.05 int Min. Code Req'd Reinf. Shrink./Temp. (ACI -10.5.4): As(2) = 0.52 in2 Controlling Reinforcing Steel: As-reqd = 0.52 in2 Selected Reinforcement: #4's @ 8.0 in. o.c. e/w (3) Min. Reinforcement Area Provided: As = 0.59 in2 Development Length Calculations: 387 Ib Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 9 in Note: Plain concrete adequate for bending, therefore adequate development length not required. FOOTING LOADING Live Load: PL = 2920 Ib Dead Load: PD = 2088 Ib Total Load: PT = 5008 Ib Ultimate Factored Load: Pu = 7178 Ib Weight to resist uplift w/ 1.5 F.S.: U.R. = 387 Ib BUTTE COUNTY BUILDING DIVISION APPROVE® A k .a����� �a�oac �Qaac��, oa�o Civil Engineering & Design 3115 Johnny Lane, Chico, CA 95973 Phone: (530) 656-8211 ericausmusagmail.com Engineering -Calculations Project Name: WAGGONER RESIDENCE Site Information 147 LOST HORIZON DR OROVILLE, CA 95966 E Ss 104 Q�iOV11 n Os iuj No' ..5286 )RISCIEWTS0 MAR 16 2016 BUREAU VERITAS N.A. REVE.)NED FOR CV OMPLIANCE A PecA)6 TD G)q sfia, Roof 'UN/S= 27 PLF Wall VN/S= 60 PLF Top Plate Splice Top Plate Splice 775 Lbs. Max of CF or Drag (8) 16-d's p1V1SlpN gvILpING � �o AQP Shear Wall Line,'3 (ROOF LEVEL) Shortest Shearwall (L„,)= 11 LF TYPE OF HOLDOWN Roof Trib Depth= 16.0 LF See Roof Plan [None Req.' Overturning Force (F,)= 657 Lbs. Vwaii. LW CAPACITY= Resisting Force (Fy)= 2870 Lbs. 2/3 (Dr + DO Overturning Moment (OTM)= 5911 Lbft OTM = F,, * Wall Height Resisting Moment (RM)= 15786 Lbft RM = (Fy * Lw/2) Uplift Force= -898 Lbs. Uplift Force = (OTM-RM)/LW Shear-WallLine 3(R. (ROOF LEVEL) Longest Shearwall (LW)= 14.6 IF _- y TYPE ^OF �HOLDOWN Roof Trib Depth= 16.0 LF See Roof Plan None Req. Overturning Force (F,)= 872 Lbs. owal, * LW CAPACITY= Resisting Force (Fy)= 3809 Lbs. 2/3 Mr + DO Overturning Moment (OTM)= 7845 Lbft OTM = FX * Wall Height Resisting Moment (RM)= 27809 Lbft RM = (Fy * LW/2) Uplift Force= -1367 Lbs. Uplift Force = (OTM-RM)/LW p1V1SlpN gvILpING � �o AQP umo Civil Engineering & Design 3115 Johnny Lane, Chico, CA 95973 Phone: (530) 656-8211 ericausmus@gmail.com Engineering Calculations Project Name: WAGG NER RESIDENCE. Site Information 147 LOST HORIZON R OROVILLE, CA 95966 ��� c�,a• ��jJ�� JAN 2 7 2016 BUREAU VERITAS N.A. FESS/04/ Ci PERMIT# s� BUTTE COUNTY D/E�V/ELOP�`�MjENT SERVIIC�ES UJ REV WEED F®11 No 65286 C0IVI�LI NCE * 09-30-2015 A:-- 0 CAO &M MUS 06!03/15 BUTTE ' COUNTS' 'JAN 15 2016 y DEVELOPMENT SERVICES -F/ LAE-!: PC zS , umo Civil Engineering & Design 3115 Johnny Lane, Chico, CA 95973 Phone: (530) 656-8211 ericausmus@gmail.com Engineering Calculations Project Name: WAGG NER RESIDENCE. Site Information 147 LOST HORIZON R OROVILLE, CA 95966 ��� c�,a• ��jJ�� JAN 2 7 2016 BUREAU VERITAS N.A. FESS/04/ Ci PERMIT# s� BUTTE COUNTY D/E�V/ELOP�`�MjENT SERVIIC�ES UJ REV WEED F®11 No 65286 C0IVI�LI NCE * 09-30-2015 A:-- 0 CAO &M MUS 06!03/15 BUTTE ' COUNTS' 'JAN 15 2016 y DEVELOPMENT SERVICES -F/ LAE-!: PC zS f --.. ., Tw'.w ,.._ 1 , .;•. it�, •DESIGN CRITE-RIA°• .� - • F PROJECT INFORMATION NEW CONVENTIONALLY WOOD FRAMED SINGLE STORY SINGLE ' FAMILY RESIDENCE :Occupancy: Category II Code: 2013 CALIFORNIA BUILDING CODE r • SOILS DESIGN CRITERIA L '' Bearing Capacity: 1,500 PSF W/ 2,000 MAX USING WIND/SEISMIC ' Lateral Bearing : 100 PSF/FT (INCREASE 1/3 FOR WIND OR SEISMIC LOADS) - .- • _ Friction Coefficient: i °'+ NNA �- Sliding Resistance.-. 130 PSF • • - - - ' - Soil Investigation Report : - * NONE '' A �Site Soil Class: `SEISMIC DESIGN CRITERIA Force Resisting System(s) FL FRAMED WALLS SHEATHED W/ WOOD STRUCTURAL PANELS a Analysis Procedure~: `Y " EQUIVALENT LATERAL FORCE ANALYSIS ' ' Spectral Response Coefficient, SS = 0.605 g. _- - Spectral Response Acceleration; S1 = 0.2576 ' • . Spectral Response Coefficient, Sds = 0.531 I " ' 'Spectral Response Acceleration, Sd1 = 0.323 Design Category: 0 r Seismic Design Base Shear, V Response Modification Factor,, R WIND DESIGN CRITERIA Wind Exposure . C ' • ♦ Basic Wind Speed (3 sec. gust) 36-,5 DESIGN )EAD:AND.LIVE LOADS. ADDITIONAL SNOW LOAD ADDED TO SEISMIC = 0 PSF EXTERLOR-WALL_LOADS.: NOTE: SOME LOADS MAY NOT BE APPLICABLE DECK OR BALCONY LOADS: ROOF LOADS: Wood Panel Siding �'' = TYPICAL FLOOR LOADS: - PSF SAME AS FLOOR = 1/2 Total Composition Roofing �' = 4.0 PSF FLOOR COVERING = 8.0 PSF ROOF FRAMING' = 2.5 PSF SHEATHING = 2.3 PSF SHEATHING = 1.5 PSF FRAMING = 3.2 PSF GYPSUM BOAD = 3.0 PSF INSULATION = 1.5 PSF = PSF PSF CEILING = 3.1 PSF = PSF PSF MISCELLANEOUS = 1.9 PSF SUB -TOTAL = 11.0 PSF FLOOR DEAD LOAD = 20.0 -_ PSF "X:12" PSF INTERIOR WALL LOADS: SLOPE CORRECTION 6.0 1.12', PSF FLOOR LIVE LOAD = 40.0 ✓ PSF MISCELLANEOUS = 1.7 PSF TOTAL FLOOR LOAD = 60.0 If PSF ROOF DEAD LOAD = 14.0 PSF 2.1 PSF MIN. ROOF LIVE LOAD = 18.0 PSF SNOW LOAD SUMMARY: SEE WORKSHEET FOR DETAILS ROOF SNOW LOAD = 0.0 PSF l GROUND SNOW LOAD = 0 PSF TOTAL ROOF LOAD = 32.0 -PSF ROOF SNOW LOAD = 0 PSF 36-,5 ADDITIONAL SNOW LOAD ADDED TO SEISMIC = 0 PSF EXTERLOR-WALL_LOADS.: DECK OR BALCONY LOADS: Wood Panel Siding �'' = 1.3 PSF SAME AS FLOOR = 40.0 , PSF 2X STUDS AT 16" OC = 0.9 PSF DECK/BALCONY DEAD LOAD = 40.0 PSF SHEATHING = 1.5 G PSF DECK/BALCONY LIVE LOAD = \ 40.0 PSF INSULATION = 1.0 PSF DECK/BALCONY SNOW LOAD = 0 GYPSUM BD. = 2.2 PSF TOTAL DECK/BALCONY LOAD = 80.0 PSF MISCELLANEOUS = 1.1 PSF PSF TOTAL EXTERIOR WALL = 8.0 PSF ♦ PSF PSF INTERIOR WALL LOADS: PSF GYPSUM BD. (BOTH SIDES) = 4.4 PSF 2x STUDS AT 16" O.C. = 1.5 PSF MISCELLANEOUS = 2.1 PSF OTHER = 0.0 PSF/ TOTAL INTERIOR WALL = 8.0 PSF r 36-,5 6/3/2015 Design Maps Summary Report Design Maps Summary Report 1 User -Specified Input Report Title Waggoner SFR Thu June 4, 2015 02:09:37 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 39.50121N, 121.44981W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III l rr5fltMri''�" "' 'yam" 77'.' --If 00MAI R4 59m f �3 im 1 TA ra r al . ' offi , •#7 t.#.M' 1 ,t .x quo �,r� Y. .a Wxv� k•t `jX.7 #„ r .,�.,1 11?'. Y 'µms 41' is All �... .^^.^,.^„..•5.,. ;..."i`'V v` r 4 wn 11. •T•` s: .A.. + +' .1�^..f` .{_ .`q 2»+$. J � E .-°'°�"-.r..�"w^9�•k;{�k rt y e }�' ,Y @", 9 P6 .Ae ��r �,s�'j _14A ' '° y..' ' t � t"�i'y fit'. �„� +l -� • .'' e �.. yirtl U� MapQuest Some Bala @2015 "Op l V, 0 MapQuest USGS-Provided Output Ss = 0.605 g S,,,s = 0.796 g Sos = 0.531 g SI = 0.257 g SMI = 0.484 g Sol = 0.323 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRV building code reference document. MCE,R Response Spectrum o. ss 0.20-- 0.72-- 0.64-- 0.5G .200.7z0.640.56 0.49 N 0.40 0.32- 0.24 0.16 0.02 0.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.20 2.00 . Period, T (sec) Design Response Spectrum 0.54-- 0.49- 0.42- 0.26- 0.30 .540.490.420.360.30 N 0.24- 0.19 .24 0.19 0.12 0.06 0.00 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.60 1.90 2.00 Period, T (sec) For PGA,„ T„ CRS, and CR, values, please view the detailed report. u-7 http://ehp4-earthquake.cr.usgs.gov/designmaps/us/summary.php?template=minimal8datitude=39.5012&1ongitude=-121.4498&siteclass=3&riskcategory=O&edit....�(} 1/2 r � y Y , SEISE Response Spectral Acc. (0.2 sec) SS = 60:50%g = 0.605g 1Figure 22-1 through 22-14 /Figure Response Spectral Acc.( 1.0 sec) S, = 25:70%g = 0.257g 22-1 through 22-14' ' D Soil Site Class Table 20-3-1, a Site Coefficient Fa ='1.316 Table 11.4-1 - Site Coefficient F„ = 1.886 .Table 11.4-2 r , t + - Max Considered Earthquake Acc. Sons = Fa. Ss = 0.796 , (11.4-1) 1 Max Considered Earthquake Acc. SM, = F,,.SI = 0.485. f- r @ 5% Damped Design SDs = 2/3(SMs) = 0.531 �' (11.4-3) SDI = 2/3(Sm,) = 0.323:: '. t' , ,. (11.4-4) Building Occupancy Categories, standard r _ ' Table 1-1 Design Category Consideration: Flexible Diaphragm ` W with dist. between seismic resisting system >40ft Seismic Design Category for 0.1 sec D+ i r , i 4 = Table 11.6-1 1 .: (Seismic Design Category for 1.0sec; D ... # J"- Table 11.6-2• , S1'<.75y' NA - t Section 11.6 ' Since Ta < .8Ts (see below), SDC = 'D I Control (exceptionof Section•! 1.6 does not apply) Comply with Seismic Design Category D r j, " 'r� ' k C uivalent lateral force rocedure A. BEARING WALL SYSTEMS Seismic Force Resisting Systems 13. Light -framed walls sheathed with wood structural panels rated for shear resistance or steel sheets - . .` • C,=0.02 x=0.75 T' • - T12.82 h Y Building ht. Hn= 27.8 nl W _ ft Limited Building Height (ft) = 65 1, Cu = 1.400 for SD, of 0 323g Table 12.8-1 • • u • Approx Fundamental period, Ta = C,(hn)x , = 0.242 12.8-7, 16.000 Sec- �� Calculated T shall not exceed <_ Cu.Ta • = 0.339, . , " Use T = 0.242 � ' � sec. 0.8Ts = 0.8(SD,/SDs) _= 0.487 Control (exception of Section 11.6 does not apply) Is structure Regular 8 <_ 5 stories ? yes `� ' r ' '. ;� 12.8.1.3 } ' Response Spectral Acc.( 0.2 sec) S. 0.6058 Max Ss:5 1.58. Fa = 1:32 w, R , K ` ' @ 5% Damped Design SDs = z/3(Fa Ss) . = 0.5318 ,` (11.4-3) Response Modification Coef. R = 6.5 • a _,. ' Table -12.2-1 - ` Over Strength Factor Q. _ `: 2.5 ° L foot note g • Importance factor 1 = 1', y ey�q �� " Table 11.5-1 -Seismic Base Shear V = CSW • C = SOS -, ". s•_ ' +,. =0.082 'r ,.. (12.8 2) +' • ' � - R/I S • or need not to exceed, CS = D1 ri" (12.8-3) i = 0.205 , �' { '} For T<_ TL ' i (R/1).T ,,T" (12.8 4) or Cs = T N/A For T > TL . - • . i Cs shall not be less than = 0.01 .. , (12.8-5). Min CS = 0.5S,1/R - N/A For S, >_ 0.6g a (12.8-6) " ,- w Use Cs = 0.082 Design base shear V = 0.082 W Controls` T-12.14.1 12.14 Simplified Seismic base shear t • -' • ^, �tA{ 4•' ' - .. •.- , F ...•.1 ��••SYS{ • ' ••,,�-/'r• • ,`,`M' ' � • Y y�yl • ,1 y '+ ,p•� ., �'•5� fir.' r � • ) ` • • . � y — •r .. .• `••\. a .. *. / [ • �, �,,, , a =_ SEISMIC; -FORCE DISTRIBUTION + Block Description.. STRUCTURAL AREA NUMBER BLOCK 1 OF 1 SINGLE STORY BOUNDED BY 1 -4 -A -C • _ 1 Stories 4 Plate Height t` Ft. ' Hroof - h (ft) 17 - / 7 r .. .• ''a .. ,Vertical Distribution of Forces':: � Diaphragm Force Distribution s ' y� 1 , W; •.._ h, w,h,< %wxhx • .. F, (NIS) - F, (E/IN) . • . Fp (NIS) fo (NIS).. Fo (E/W) fP (E/VU) j. • Lb. FL (Ft -Lb.) Lb. Lb: Lb. psf Lb. psf ` $ � ledel �' .k Story bead Calculator Hroof - h (ft -Load Area 1 . Load Type Area 2 •Load Type W Aro>ei , tA s.f. s.f. Ib. s.f. Ft. _ 2913 Sq. Ft � Roof Load S4 Ft. Roo( Load ' . t� • , _ _ 71,043 2913.4 ' A A• , Typical Floor +�•, Typical Floor �,� 60,538 2521.4 '' None • . ` � � None . Note: ,Dead, load s:assunie.the weightof partitions. (exterior and: interior) of;5-psf at top level: and: 10=psfat floor? ) . - 71,043 17 1,207,724.32 74% 5,681 - 5,681 Lb. 5681' 2.0 5681 2.0 60,538 7 423,763.20 26% 1,993 1,993 Lb. F 3531 1.4 3531 1.4 +1.• tW.or • 0 0 -0.00• •, 0% 0 0 Lb. 0 0.0 0 0.0 '^' SUM• . 131,580. 1.63E+06 7,6 5 7675 Lb. [ • �, �,,, , a =_ SEISMIC; -FORCE DISTRIBUTION + Block Description.. STRUCTURAL AREA NUMBER BLOCK 1 OF 1 SINGLE STORY BOUNDED BY 1 -4 -A -C • _ 1 Stories 4 Plate Height t` Ft. ' Hroof - h (ft) 17 - / 7 r .. .• ''a .. ,Vertical Distribution of Forces':: � Diaphragm Force Distribution s ' y� 1 , W; •.._ h, w,h,< %wxhx • .. F, (NIS) - F, (E/IN) . • . Fp (NIS) fo (NIS).. Fo (E/W) fP (E/VU) j. • Lb. FL (Ft -Lb.) Lb. Lb: Lb. psf Lb. psf ` $ � ledel �' .k [ • �, �,,, , a =_ SEISMIC; -FORCE DISTRIBUTION + Block Description.. STRUCTURAL AREA NUMBER BLOCK 1 OF 1 SINGLE STORY BOUNDED BY 1 -4 -A -C • _ 1 Stories 4 Plate Height t` Ft. ' Hroof - h (ft) 17 - / 7 r .. .• ''a .. ,Vertical Distribution of Forces':: � Diaphragm Force Distribution s ' y� 1 , W; •.._ h, w,h,< %wxhx • .. F, (NIS) - F, (E/IN) . • . Fp (NIS) fo (NIS).. Fo (E/W) fP (E/VU) j. • Lb. FL (Ft -Lb.) Lb. Lb: Lb. psf Lb. psf Hroof - h (ft , tA A A• , i +1.• tW.or . . - '. ti { '^' '�_ a .. ' �.i . ' ( STRUCTURAL AREA NUMBER BLOC_ K 1 OF 1 Basic wind speed (3 sec gust) = 110 MPH Risk Category= - II Exposure Fc -- Roof Roof Pitch = 6.00 :12 Mean Roof Height h = 20.6 ft 1.00 T-1.5-1 r1_ ._._..._ ____, __ _ ._. -_..._ -_-__ _ _ ._.._. _ _ _ _-. _ ._ ._..__-----_ tASCE 7-10 CHAPTER 28 LOW RISE SIMPLE DIAPHRAGM Height Adjustment factor = 1.30 Fig 28.6-1 9.10D 10.27B 24.48C 32.74A -7.25G -16.21 H -9.68E-19.95F d = 56.0 24.8 56 ft 16.47C MWFRA TRANSVERSE ELEV. -20.73G-13.18H -29.84E-17.05F _ t 76.1 LONGITUDINAL ELEV. 2a= 10.9ft Roof Angle 10 % of least dimension= 5.6 ft Vertical Loads 36.43 kips End Zone Interior zone End Zone Interior zone 40 % of the eave height = 5.4 ft 20.48 k 17.3 psf 26.6 4 % of least dimension or 3 ft= 3.0 ft 17.8 psf -� -22.6 -20.3 therefore a = 5.4 ft 76.1 ft -29.8 -17.1 Example: ps = A KL,IP530 All forces shown in psf 10. ft KZt = 1.09 horizontal load at end zone P130 = 19.1 -LLLI � X 24.48C 2.74A Height Adjustment factor A = 1.30 PLAN VIEW FIGURE 28.6-1, Main Wind Force System 24.80psf / =27.6 Load Direction Roof Angle Horizontal Loads Vertical Loads End Zone Interior zone End Zone Interior zone Overhang Wall (A) Roof (B) Wall (C) Roof (D) WW (E) LW (F) WW (G)LW (H) EoH G Transverse 26.6 32.7 10.3 24.5 9.1 -9.7 -20.0 -7.3 -16.2 -22.6 -20.3 ,Longitudinal All 24.8 -13.0 16.5 -7.8 -29.8 -17.1 -20.7 -13.2 -41.9 -32.7 . If roof pressure under horizontal loads is less tnan zero, use zero Plus and minus signs signify pressures acting toward and away from projected surfaces, respectively. For the design of the longitudinal MWFRS use A = 0°. and locate the zone E/F, GIH boundary at the mid -length of the building FIGURE 6-3, COMPONENT AND CLADDING Roof effective area = 15 sq. ft, 0= 26.6 Interior Zone 1 = 17.16 -27.71 psf End Zone 2 = 17.16 -46.64 psf Conner Zone 3 = 17.16 -69.07 psf Roof Overhang effective area = 6 sq. ft Interior Zone 2 = -57.09 psf End Zone 3 = -95.16 psf 2013 CBC EQ 16-12: D+H+F+(.6W OR .7E) 2013 CBC EQ 16-13: D+H+F+.75(.6W)+.75L+.7(Lr OR S OR R) 2013 CBC EQ 16-15: .6D+.6w+H Effective Area for wall element = 20 Sq. ft Wall, Interior Zone 4 = 29.24 -31.76 psf End Zone 5 = 29.24 -38.28 psf t _ 4TH• - �,: , „. ROOF LEVEL' DIAPHRAGM LOADS NORTH -SOUTH r' STRUCTURAL'AREA NUMBER BLOCK.1 OF 1; , -- - - Mean Roof Height = 20.6 ft� Diad 1 to 2 2 to 3 3 to 4. 4 to 5 5 to 6 6 to 7. 7 to 8 Longitudinal Direction 28.3 28.0 28.0 9.0 1.95 792.4 14 19.8 28.0 28.0 9.0 , 1.95 554.4 ' 24 i -'28.0 -'- 56.0 66.0. 6.0 1.95 -1568.0 62 P - - - _ r - ' Total Length 76.1 Total Area 2914.8 Shearwall�Spacing(R),,,,,,,,,,, Building eome ry Full iap ragm Uepth Net Diaphragm Depth it Story Height late to late ft Diaphragm Shear f (ps SEIS) Diaphragm Area A s - Distance to Center of Uniform Load from origin it 1.01 0.71 0.50 • - Diaphragm Aspect Ratio Seismic Lateral Load - vd (plf) 28 19 27 • 1• Wind Data < - ;, , • �. - . _ - Height from top plate to roof peak (ft)^ 7.2 17 7.2 17 - 7.2 17 _ - Reight from Fndt to roof plate ,WInd l Seismic Comparison- WWind Unit ear p 31 19 31 Wind 15 14 16 Wind 7 19 + 19 Seismic • • . _ - - - elsmic Unit Shear p GoverningForce(pit) Governing orce • Blocked Diaphragm Deflection Analysis I. Simple Span Beam Deflection - '- ',,North LandSouth " Sheanvail:Spacing{R),,,,,,.;,,,,, Building Geometry Full Diaphragm Depth ft Net Diaphragm Depth ft Story Height late to late ft Diaphragm Shear f ( s Diaphragm Area A s - Distance to Center of Uniform Load from ori in ft Diaphragm Aspect Ratio Seismic Lateral Load - v. (plf) Wind Data Upper Level Story Height ft Fndt to top plate at this level ft Wind I Selsmic Comparison Wind Pressure I ASD Seismic Force I ASD Govemin Force I ' ovem ng orce . y N � � l i .... .. 1. • ; , , f 421 - Diad ',,North LandSouth " Sheanvail:Spacing{R),,,,,,.;,,,,, Building Geometry Full Diaphragm Depth ft Net Diaphragm Depth ft Story Height late to late ft Diaphragm Shear f ( s Diaphragm Area A s - Distance to Center of Uniform Load from ori in ft Diaphragm Aspect Ratio Seismic Lateral Load - v. (plf) Wind Data Upper Level Story Height ft Fndt to top plate at this level ft Wind I Selsmic Comparison Wind Pressure I ASD Seismic Force I ASD Govemin Force I ' ovem ng orce . y N � � l i .... .. 1. • ; , , f 421 ROOFLEVELDIAPHRAGM LOADS EAST -WEST,', .- - g . " ° - STRU,CTURAL'AREA NUMBER BLOCK 1 OF Transverse Direction • B to C C to D "' E to F F to G _ Y Total Length 66.0 . - 28.00 28.00 • j ' '=Shearwal4Spactng(8)�•;;j. Building Geometry F, Full Diaphragm Depth it 76.0 76.0 9.0 28.0 28.0 9.0 . Net Diaphragm Depth it Story Height late to ptate it Diaphragm Shear f (psf) 2.0 2128.0 14 2.0 784.0 28 .. _ s Total Area 2912.0 Diaphragm Area A (so Distance to Center of Uniform Load from origin (it) Diaphragm Aspect Ratio Uniform Lateral Load - v„ (pin 0.37 26 ' 1.00 28 - WinitDats _ ROOFLEVELDIAPHRAGM LOADS EAST -WEST,', .- - g . " ° - STRU,CTURAL'AREA NUMBER BLOCK 1 OF Transverse Direction A to B B to C C to D D to E E to F F to G Total Length 66.0 . - 28.00 28.00 • '=Shearwal4Spactng(8)�•;;j. Building Geometry Full Diaphragm Depth it 76.0 76.0 9.0 28.0 28.0 9.0 . Net Diaphragm Depth it Story Height late to ptate it Diaphragm Shear f (psf) 2.0 2128.0 14 2.0 784.0 28 .. _ s Total Area 2912.0 Diaphragm Area A (so Distance to Center of Uniform Load from origin (it) Diaphragm Aspect Ratio Uniform Lateral Load - v„ (pin 0.37 26 ' 1.00 28 - WinitDats _ Height from top plate to roof peak (it) 7.2 7.2 Height from Fndt to roof plate (it) 17 17 - ,wind l:SetsmicComparison. .. :-. •'• .�. - ,.x Y-- ) . Wind Pressure (plf) (ASD) 23 20 23 Wind 62 20 62 Wind •. _ - Seismic Force (plf) (ASD) Governing Force (plf) Governing Force 1 SlmpfO Span Beam:DeBectton' to Blocked Diaphragm,Deflection Analysis " w .. 1 ., p . - $ Enter Grade of Chord Material rTLJD• •. I • • ILSIUD wjSJUD i • ( STUD' • Elastic Modolus of Chord - E(psi) 1.40E+06 1.40E+06 1.40E+06 1.40E+06 1.40E+06 1.40E+06 ' .1.40E+06 1.40E+06 1.40E+06 - EnterChord Material '• ��l ix,p�l�Xp� -�• -•2X6•pyr, '• Area of Chord - A_ (in) 8.25 8.26 8.25 8.25 8.25 8.25 8.25 8.25 8.25 0.000 0.003 - - 6vL 18EAb (In) II Shear Deformation `• .. Type of Plywood Used Extedor. ir I Fxterio,wfl, •. ' d w Exteriorw r Plywood Shearing Modulus - G(psi) 50 000 90 000 90,000 90 000 90 000 90,000 90,000 . 90,000 90,000 ThICkmBSS 8. Grade Of Plywood 12' Other : 112' Other ". • I/2' Olher •- 1/2' Olher • VY Other • t/2' Other 1/P Other i� ; • F - Effective Thickness - t (in) 0.298 0.298 0.298 0.298 ' 0.298 0.298 0.298 #NIA #NIA 0.006 0.016 vLI(4Gt) (In) III. Nail Slippage and'Bending n Size of Common Nail Used 8d Common 1 • ad Com on • W Cammon • 8d Commas 1• ad Common • 8d Common • ad Ca mon • • Nail Edge Sacini 6/12 p• 6/12 •; 6/12 6/12 1• 6/12 • 6/12 • 6/12 •.4/12 • 4/12 -.v Load per nail Lb per nail 11 31 Seasoned Lumber ', - • t T Dlv/Div • I, • ' • ' w 0.188L(an) (in) 0.025 0.025 1 - IV Chord511PPa9e EA X 12b (In) 0.006 0.016 F _ . s Diaphragm Deflection Calculations East and West i SECOND FLOOR ANALYSIS Shearwall Spacing (fl) AtoB - 28.06 r . s Diaphragm Deflection Calculations East and West SECOND FLOOR ANALYSIS Shearwall Spacing (fl) AtoB - 28.06 BtoC 28.00 ' CtoD . / DtoE ,..r _ EtoF_ FtoG,- - -......r........ _ • -� Diaphragm Deflection Calculations East and West SECOND FLOOR ANALYSIS Shearwall Spacing (fl) AtoB - 28.06 BtoC 28.00 ' CtoD . / DtoE ,..r _ EtoF_ FtoG,- - -......r........ _ • -� Total Length 56.0 `'Buildln :Geomet .. ,�.,n•: , .�>,�....-b....�..i „ . Full Diaphragm Depth ft 76.0 ` :76:0 9.0: 1.4 2128.0 14 0.37 20 28:0 -28:0 j, 9.0- 1.4 784.0 28 1.00 20 v - - ' r `` _ ' , - i r Total Area 2912.0 Net Diaphragm Depth fl Story Height late to late fl Diaphragm Shear f (psf) Diaphragm Area A (sQ Distance to Center of Uniform Load from origin (fl) Diaphragm Aspect Ratio - Uniform Lateral Load - vd (plf) Wind Data Upper Level Story Height ft 9 7 9. 7 Fndt to top plate at this level ft i Wind /.'Seismic Comparison Wind Pressure t ASD 18 14 18 Wind 48 14 48 Wind Z ' ' Seismic Force I ASD Governing Force I Governing Force Simple Span Beam!Deflection Blocked Diaphragm Deffection Analysis Enter Grade of Chord Material # • 1.60E+06 # i� 1.60E+06 # '• # 6� # t # I• • • 1.60E+06 1.60E+06 1.60E+06 1.60E+06 1.60E+06 1.60E+06 • 1.60E+06 .. Elastic Modolus of Chord - E(psi) Enter Chord Material I ;)�r, i• • '• Area of Chord - A, d (in') 8.25 0.000 8.25 0.002 8.25 8.25 8.25 8.25 8.25 8.25 - 8.25 5vL /8EAb (in) II. Shear Deformation" Type of PloodUsed Extedoriv °•Grntin4 ntin 1v1 Grniin 191•• ' Plywood Shearing Modulus - G(psi) 50,000 50,000 901000 90,000 90,000 90,000 so,000 90,000 3/4' CO-; • 3/4.51-t i 3/4- olhe, • 3/4' oihe, 'v 3/4' Olher� 3/4'oure• v p • .. - 90,000 Thickness 8 Grade of Plywood Effective Thickness - t in 0.445 0.006 0.739 0.009 0.445 0.445 0.445 0.445 - ' vU(4Gt) (in) III Nall Slippage andBending A I� Size of Common Nail Usad ed common ed corn- o Y�ed co on ed co mon ed common I ed co o ed co on Nail Edge Sacrog 6/12. _T- 6/12 __-..6/12 i-'6/12-.� Load per nail Lb per nail 9 24 Seasoned Lumber ',• '.•i pN/nm;,.I ;v '• r ;• `• 0.188L(en) (In) 0.025 0.025 - r IV. Chord' Slippage" a , ZkX 12b (In) - 0.006 0.016 . 4 . ROOF LEVEL STRUCTURAL SHEAR -DIST RIBUTION AREA NUMBER BLOCK NORTH 1 OF 1 -SOUTH .,w"'..". '1 ._ �2 .:3�.�. "r•.,.4i... 5:... = .:;:6�:... ....7,.w w.'8,� .9” 10 ` ❑ Apply Q. to watline at ❑ I �, ❑ ❑ ❑ ❑ ❑ ❑ this level? ' FALSE FALSE FALSE _ Apply Rho (p) to this ❑ ❑ 1 ❑ ❑ ❑ - ❑ ❑ _ ❑ ' walline? FALSE FALSE- 'FALSE �� - Lp,. (Ft) F,,,, Shear (Lb.) 871 28.3 2,399 19.8 f 28 11,528 - ° EF., Shear (Lb.) 1 - —i—,52-8— EF,,,, Shear (Lb.) L-0(ft) L..m (ft) L.,u (ft) 871 1 28.0 27399 1 11 .. 1 ,528L„u 10.0 8.0 - .. 7.0 10.0 L.,u Ift) - Lou (ft) t L.. Ift) Lr.w Ift) + I ' •25.0 28.0 13.5 - `No. 31 178 t ++ i 61 of Sides Applied Sides .4 2mro.x Shear . - - • EF&m Shear (Lb.) �EF,,,... Shear (Lb.) i _ • Apply Cl, to walline at F SE jF48L§E s i . F E Shear Walls 1 1 Apply Rho (p) to this ❑ ❑ { 1 ❑ • _. l� ❑ / ❑ ❑ r ❑ - walline? FALSE FALSE 1 Loo Ift) 28.0 10.0 156.0 L.m (ft) L.,.o Iftl V 4 Lon (ft) Lw (ft) L..1 Ift) 28.0 13.5 No. of Sides Applied 1 ROOF LEVEL SHEAR DIS_TiRIBUT[ON EAST_WE_ST. Apply (1, to walline at ❑ ❑ ❑ ❑ ❑ . ❑ ❑ ❑ - • � , this level? FALSE FALSE, Apply Rho (p) to this ❑ ❑ ❑ , ❑• ❑ ' ❑ ❑ walline? FALSE - FALSE FALSE _ L.w.(Ft) 28 28 - F,,,, Shear (Lb.) 1,745 .3,490 1,745 • - EF411u Shear (Lb.) EF,,,,Shear(LbJ 1,745 3,490 1,745 - - - n L„u (ft) 7.0 �� '11.5, / 16.5— L- 5.5 Loo (ft) 18.5 • a' L.m (ft) . a. 14.0 , ' L.m Iftl t - L,,,u Lr.. Ift) 29.5 38.5 13.6 - v (plf) 59 91 129 No. of Sides Applied 1 1 1 n r Fzm s.ws Shear (Lb.) EF4„u Shear (Lb.) e. EF2M 1.,N Shear (Lb.) .. Apply B. to walline at ❑ ❑ ❑ ❑ ❑ ' ❑ ❑ 13- • •- ' this level? FALSE FALSE Apply Rho (p) to this ❑ ❑ ❑ ` ❑ ❑ f ❑ ❑ ❑ - walline? FALSE FALSE / L... (ft) (ft) 76 t/ 48 28 , - L..0 (ft) 14 ' Lou (ft) ° _Loa (ftl _ Lon (ft) L..a (ft) Liwi(ft) 76 62 28 v IPIf) No. of Sides Applied 1 1 1 „-` ROOF LEVEL WALL ANALYSIS 'NORTH=SOUTH STRUCTURAL • OF V4' , a Lsw s<I b I Lsw tt2 ( c L9w.st3 ..,d Lsw s<4 I e Lsw tt5 f I L9w >tb ' Roof Level Story Height 9 Feet Top Plate to Floor (Garage is 9') Wall Ht -Width Ratio 3.5 :1 Maximum ” • Minimum Shearwall 2.57 Feet Minimum Length- 31 ength 31 inches Minimum Length (garage 31") " :.Wall Line No .1 (ROOF: LEVEL) 1 Running Swall Drag Absolute _ '. Lsw #1 28:0 28.0 28.0 ` . - b ti Lsw #2 Lsw #3 , a Lsw #4 ` .. Lsw #5 Lsw #6 g ' 28.0 r a Total Wall Length • 28.0 - f ! Roof' -UN/S= 31, PLF 1 , Wall VN/S= 31 PLF Toa Plate Splice Top Plate Splice . Lbs. Maz of CF or Drag (8) 16-d's ' OVERTURNING 'Shear: Wall Line 1 (ROOF LEVEL) Shortest Shearwall (L„,)=- 28 LF TYPE OF.HOLDOWN ' ` T Roof Trib Depth= 8.0 `_ LF .. • See Roof Plang. { F ` 3 , None Re r • , K Overturning Force (F,)= 871 = Lbs. uWaii • L„, :"f 'v" . ,,.'CAPACITY= Resisting Force (Fy)= -..4411 Lbs. 2/3 (D"+ DW)t. r= ' Overturning Moment (OTM)= 7836 Lbft' 1 .OTM = F *, Wall Height. r d • Resisting Moment (RM)= 61754 Lbft RM - (Fy * L„/2) 4 Uplift Force= -1926 Lbs. Uplift Force = (OTM-RM)/LW - T K 17 -' Sh'6r_ /i I, Line 1'(ROOF.LEVEL) ?•� - `w- r Longest Shearwall (LW)= 28.0 'LF TYPE OF HOLDOWN , Roof Trib Depth= 8.0 LF' See Roof Plan Overturning Force (FX)= 871 Lbs. �" . vwoll • L„, t` CAPACITY p_ Resisting Force (F,)= 4411 Lbs. 2/3 (Dr+ D„) Overturning Moment'(OTM)= 7836 Lbft OTM = F,* Wall Height -' Resisting Moment (RM)= 61754 , Lbft RM = (Fy" Lw/2) • " Uplift Force= 71926•' Lbs., UpliftForce .(OTM-RM / LW , a Lsw #1 10.0 b 14.5 Lsw #2 3.5 C Lsw #3 d Lsw #4 e Lsw #5 f Lsw #6 Total Wall Length 28.0 Roof __.._. -•• _ - inning Swall Drag Absolute Sum Running Sum (Lbs.) Value Fdma, 920 10.0 10.0 -920 920 24.5 0.0 322 322 28.0 13.5 13.5 Roof VN/S,: 86 PLF Wall VN/S= 178 PLF Top Plate Splice Top Plate Splice 920 Lbs. Max of CF or Drag (8) 16-d's OVERTURNING Shear, 1h/dll Line 2 (ROOF LEVEL) _ Shortest Shearwal l (LW)= ._x 3.5 � F � TYPE OF HOLDOWN Roof Trib Depth= 2.0 LF See Roof Plan 0576 STRAP Overturning Force (F„)= 622 Lbs. V..11 -L„, CAPACITY= 1650 LBS Resisting Force (Fy)= 280 Lbs. 2/3 (Dr + DO Overturning Moment (OTM)= 5598 Lbft OTM = F, * Wall Height Resisting Moment (RM)= 490 Lbft RM = (Fy * L„/2) Uplift Force= 1459 Lbs. Uplift Force = (OTM-RM)/L„, Shear Wall Line 2 (ROOF LEVEL) Longest Shearwall (LW)= 10.0 LF TYPE OF HOLDOWN Roof Trib Depth= 2.0 LF See Roof Plan Csi6 STRAP Overturning Force (F.)= 1777 Lbs. u„,oii - LW CAPACITY= 1650 LBS Resisting Force (Fy)= 800 Lbs. 2/3 (D,. + %) Overturning Moment (OTM)= 15994 Lbft OTM = Fx * Wall Height Resisting Moment (RM)= 4000 Lbft RM = (Fy * LW/2) _ Uplift Force= 1199 Lbs. Uplift Force = (OTM-RM)/LW l a 10.0 Lsw#1 10.0 b 6.0 Lsw #2 8.0 C 5.0 Lsw #3 7.0 d 10.0 Lsw #4 172 e 18.0 Lsw #5 36 f 25.0 Lsw #6 273 Total Wall Length 56.0 10.0 Shear -1Nall Line -4 (ROOF LEVEL) 273 273 273 20.0 10.0 -66 66 26.0 10.0 98 98 34.0 18.0 -172 172 39.0 18.0 -36 36 46.0 25.0 -273 273 56.0 25.0 TYPE OF HOLDOWN Roof Trib Depth= —16-0--1 LF 25.0 Roof VN/S= 27 PLF Wall VN/S= 61 PLF Top Plate Splice Top Plate Splice 273 Lbs. Max of CF or Drag (8) 16-d's OVERTURNING Shear -1Nall Line -4 (ROOF LEVEL) Shortest Shearwall (L„,)= 7 LF _ TYPE OF HOLDOWN Roof Trib Depth= l —60--1 LF See Roof Plan None Req. Overturning Force (F,)= 428 Lbs. •uwal,. LW CAPACITY= Resisting Force (Fy)= 1826 Lbs. 2/3 (Or + D„,) Overturning Moment (OTM)= 3852 Lbft OTM = Fx * Wall Height Resisting Moment (RM)= 6393 Lbft RM = (Fy * LW/2) Uplift Force= -363 Lbs. Uplift Force = (OTM-RM)/LW -Shear WdR Line 4 (ROOF LEVEL): Longest Shearwall (L_W)=� 10 LF TYPE OF HOLDOWN Roof Trib Depth= —16-0--1 LF See Roof Plan None Req. Overturning Force (F,)= 611 Lbs. vwai,.L„, CAPACITY= Resisting Force (Fy)= 2609 Lbs. 2/3 (Or + D„,) Overturning Moment (OTM)= 5502 Lbft OTM = F,, * Wall Height Resisting Moment (RM)= 13046 Lbft RM = (Fy * LW/2) Uplift Force= -754 Lbs. Uplift Force = (OTM-RM)/LW Walt:Lirie No:_A (ROOF LEVEL')_, a 459 Lsw #1 4.0 4.0 4.0 -145 145 b 5.0 9.0 4.0 -30 30 Lsw #2 7.0 16.0 11.0 -283 283 C 21.5 37.5 11.0 210 210 Lsw #3 18.5 56.0 29.5 -459 459 d 20.0 76.0 29.5 Lsw #4 e Lsw #5 f Lsw #6 gi 29.5 Total Wall Length 76.0 Roof vEiw= 23 PLF Wall VE/W= 59 PLF Top Plate Splice Top Plate Splice 459 Lbs. Max of CF or Drag (8) 16-d's Shearwall Line.A (ROOF LEVEL) Shortest Shearwall (L,)= 4.0 LF TYPE OF HOLDOWN Roof Trib Depth= 16.0 LF See Roof Plan None Req. '• Overturning Force (FX)= 237 Lbs. v.11 • LW CAPACITY= Resisting Force (Fy)= 1044 Lbs. 2/3 (Dr + DO Overturning Moment (OTM)= 2129 Lbft OTM = Fx * Wall Height Resisting Moment (RM)= 2087 Lbft RM = (Fy * Lw/2) Uplift Force= 10 Lbs. Uplift Force = (OTM-RM)/L„, 777. `Shedwa11 Line, A (ROOF LEVEL) Longest Shearwall (LN,)=� 18.5 LF TYPE OF HOLDOWN Roof Trib Depth= 16.0 LF See Roof Plan None Req. '. Overturning Force (F.)= 1094 Lbs. vwall * LW CAPACITY= Resisting Force (Fy)= 4827 Lbs. 2/3 (Dr + I%) Overturning Moment (OTM)= 9848 Lbft OTM = F,, * Wall Height Resisting Moment (RM)= 44650 Lbft RM = (Fy * LW/2) Uplift Force= -1881 Lbs. Uplift Force = (OTM-RM)/L„, Z/ Wall Line No;.B (ROOF LEVEL)' a 38.5 Total Wall Length 648 Lsw #1 4.0 4.0 4.0 -179 179 b 18.0 22.0 4.0 648 648 Lsw #2 11.5 33.5 15.5 133 133 c 6.0 39.5 15.5 409 409 Lsw #3 9.0 48.5 24.5 6 6 d 13.0 61.5 24.5 603 603 Lsw #4 14.0 75.5 38.5 -23 23 e 0.5 76.0 38.5 0 0 Lsw #5 f Lsw #6 P/ 41 V 38.5 Total Wall Length 76.0 Roof VE/W= 46 PLF Wall VE/W= 91 PLF Top Plate Splice Top Plate Splice 648 Lbs. Max of CF or Drag (8) 16-d's OVERTURNING '. 'Shearwal[ Line B.(ROOF' LEVEL) Shortest Shearwall (LW)= 4 LF -TYPE OF-HOLDOWN Roof Trib Depth= 18.5 LF See Roof Plan CS16 STRAP Overturning Force (F,,)= 363 Lbs. V.11- Lw CAPACITY= 1650 LBS Resisting Force (Fy)= 1173 Lbs. 2/3 (Dr + DO Overturning Moment (OTM)= 3263 Lbft OTM = Fx * Wall Height Resisting Moment (RM)= 2346 Lbft RM = (Fy * LW/2) Uplift Force= 229 Lbs. Uplift Force = (OTM-RM)/L„, �--� Shearwall U_ne B (ROOF LEVEL) Longest Shearwall (LW)= 14 LF TYPE OF Roof Trib Depth= 2.0 LF �HOLDOWN See Roof Plan CS16 STRAP V1 Overturning Force (F.)= 1269 Lbs. uwal,* L„, CAPACITY= 1650 LBS Resisting Force (Fy)= 1120 Lbs. 2/3 (Dr + D„,) Overturning Moment (OTM)= 11421 Lbft OTM = FX * Wall Height Resisting Moment (RM)= 7840 Lbft RM = (Fy * LN,/2) Uplift Force= 256 Lbs. Uplift Force = (OTM-RM)/LW P/ 41 V a 8.0 8.0 499 499 499 Lsw #1 8.0 16.0 8.0 -37 37 b 6.5 22.5 8.0 368 368 Lsw #2 5.5 28.0 13.5 0 0 C Lsw #3 d Lsw #4 e Lsw #5 f Lsw #6 13.5 Total Wall Length 28.0 Roof vEiw= 62 PLF Wall VE/W= 129 PLF Top Plate Splice Top Plate Splice 499 Lbs. Max of CF or Drag (8) 16-d's OVERTURNING - - .5hedr'wall 5hearwall Line`C"(ROdF LEVEL) _ Shortest Shearwall (LW)= 5.5 LF TYPE OF HOLDOWN Roof Trib Depth= 14.0 LF See Roof Plan CS16 STRAP Overturning Force (F.)= 711 Lbs. vwal,*L„, CAPACITY= 1650 LBS Resisting Force (Fy)= 1293 Lbs. 2/3 (Or + DW) Overturning Moment (OTM)= 6398 Lbft OTM = Fx * Wall Height Resisting Moment (RM)= 3556 Lbft RM = (Fy * LW/2) Uplift Force= 517 Lbs. Uplift Force = (OTM-RM)/LW Shearwall Lme G (ROOVEL) F LE Longest Shearwall (LW)= 8 LF TYPE OF HOLDOWN Roof Trib Depth= 14.0 LF See Roof Plan CS16 STRAP • Overturning Force (F.)= 1034 Lbs. vwaii=LW CAPACITY= 1650 LBS Resisting Force (Fy)= 1881 Lbs. 2/3 (Or t Dw) Overturning Moment (OTM)= 9306 Lbft OTM = Fx * Wall Height Resisting Moment (RM)= 7522 Lbft RM = (Fy * L„,/2) Uplift Force= 223 Lbs. Uplift Force = (OTM-RM)/LW [Vs d , Wa11 Line`No: 2 (LOWER) a -Floor �j Running Swall Running .. Absolute Wall Length (ft.) Sum Sum (Lbs.) Value Fd.max a 0.0 0 f Lsw #1 '10' 10.0 10 0 ' 0 b 14:5 24.5 .10- 0 • 10 .. . Lsw #2 3.5:. 28.0 ' 13.5 0 G - Lsw #3 _ d y A �. Lsw #4 - t ' Lsw #5 f : j• Lsw #6- 13.5 ' Total Wall Length 28 Roof VN/S': 0 PLF From Roof Diap Worksheet ' x Wall VN/S= �0 PLF From Summary Below top Plate Splice ' Top Plate Splice 0 Lbs. Max of CF or. Drag (8) 16-d's LOWER LEVEL WALL OVERTURNING Shear .Wall Line°2 (LOWER) u Shortest. Shearwall (b)= 3.5 LF ' " ' TYPE OF HOLDOWN ; ` Roof Trib Depth= 2 LF ` - - See Roof Plan f srHDio / sTHDsw _ l Floor Trib Depth 13.:_' . LF Floor Plan CAPACITY= 2750 LBS ' Overturning Mom (OTM)= 5598 Lbft •OTM = [(OTF1* H1)+(OTF2* Hz)] " Resisting Moment (RM)= 564 Lbft_ . RM =2/3 [(Dr+Dw+Df) * L,,/2)] - Uplift Force (T)= 1438 Lbs. Uplift Force = (OTMI+OTM2-RM)/") „ Shear'Wal Iine Longest Shearwall (b) = 10 LF TYPE OF HOLDOWN_ Roof Trib Depth= 2 M.. LF- See Roof Plan sTHDio/sTHDaw o J i Floor. Trib Depth= 1.3 LF ' ` Floor Plan CAPACITY= 2750 LBS, SOverturning Mom (OTM)= 15994 Lbf.t OTM = (OTFI* H + OTF2* H2A - • Resisting Moment (RM)= 4606' . Lbft' RM'=2/3.[(Dr+Dw+Df) * LW/2)] , Uplift Force. (T)= 1139 Lbs. Uplift Force'= (OTMI+OTM2-RM)/L,,) ' 1[. , � + • , - • • , In•f, 1.J •iC il'. .. r•r '. ,r • .•r' ..•y ,• ~ I r SEISMIC FORCE DISTRIBUTION Block'Descripdon' STRUCTURAL AREA NUMBER BLOCK 1 OF 1 Hroor. h (ft) 1st Level - h (ft) Hroof - h (ft) 1st Level - h (ft) SUM Plate Heighl Story Dead Load Calculator Vertical Distribution of Forces W. Area 1 Load Type Area 2 Load Type W ATOM s.f. s.f. Ib. s.f. Ft. r-77-917-1 Sq. Ft. Roof load Sq. Ft. Roof Load = 71,043 2913.4 Ft. 2913 .::' Sq. Ft. Typical Floor Sq. Ft. Typical Floor = 69,946 2913.4 5,851 None None 0 0 Note: Qeat1 loads assume; the weight of partitions (exterior and interior) of-5-psf at top level and '10-psf at floor` 2,372 level 0 0.00 Diaphragm Force Distribution Vertical Distribution of Forces W. hx wxhx %wxhx Fx (N/S) Lb. Ft. (Ft -Lb.) 5851 Lb. 2.0 2,372 1 Lb. 4080 1 1.4 1 4080 1 1,043 17 1207,724.32 71% 5,851 9,946 7 489,619.20 29% 2,372 0 0 0.00 0% 0 Diaphragm Force Distribution F. (EfW) Lb. F, (N/S) Lb. f, (N/S) Fo (E/W) psf Lb. fp (E/1 psf 5,851 Lb. 5851 1 2.0 1 5851 2.0 2,372 1 Lb. 4080 1 1.4 1 4080 1 1.4 0 1 Lb. 0 1 0.0 1 0 1 0.0 'ROOF LEVEL SHEAR'DISTRIBUTION NORTH=SOUTH 4 STRUCTURAL AREA NUMBER BLOCK 1*OF 1. c• * .; Apply R, to walline at this level? Apply Rho (p) to this walline? L, (Ft) (Ft) F,,,f Shear (Lb.) EF., Shear (Lb.) EF,,,j Shear (Lb.) L� (ft) L—. (ft) L,.,n Ifq L,no Ifq LTo (ft) . ' V(plf) No. of Sides Applied ❑ FALSE ❑ FALSE 871 28.3 - ' ❑ FALSE ❑ FALSE 2,399 19.8 • ❑- FALSE ❑ FALSE - 28 ❑ ❑ 1,528 ❑ ❑ - ❑ ❑ ❑ ❑ _ i. _ ❑ ❑ - • 6,547 3,341 871 2,399 - ADPIY Cl, to walline at 1,528 - ♦ F E - - , r 28.0 10.0 10.0 v' 8.01 13 c)❑ ❑ ❑ . ❑ ❑ ❑' walline? FALSE FALSE _ _1 / 1. _ L—. 128.0- 110.0 66.0..�l ' - 28.0 ' 31 1 13.6 178 1 25.0 61 1 c > ;kms FLOOR;LEVEL.SHEAR DISTRIBUTION, ORTWSGUTH " mew Shear 1,252 3,147 1,896 EFd, Shear (Lb.) O - •+ �EF2Mb Shear (Lb.) 2,206 6,547 3,341 , - ADPIY Cl, to walline at F SE F SE ♦ F E - - , Shear walls - - Apply Rho (p) to this 13 c)❑ ❑ ❑ . ❑ ❑ ❑' walline? FALSE FALSE _ _1 _ L—. 128.0- 110.0 66.0..�l - ' Lw (ft) ' L+ o IRI a L-0(ft) • ' LTaa Ift) - v (plf) No. of Sides Applied 28.0 79 1 13.5 .. 60- 1 411 1 - rROOF'LEVEL SHEAR DISTRIBUTION EAST WEST:" .B ...,❑ �..❑., ...❑ • _ Apply fl� to walline at ❑ ❑....... ❑.R._ ❑ ❑ .. t - this level? FALSE FALSE r I L _ • APWy Rho (p) to this ❑ _ ❑ ❑ , ❑ ❑ %, ' ❑ `❑ ❑ -. • walline? FALSE FALSE FALSE .. r ,. ' •' • L.,p,,, (Ft) 28 28 .. . -• •- F,,,,Shear (Lb.) 1,745 3,490 1,745 - ` EF&, Shear (Lb.) - ' EF,,,,Shear (Lb.) 1,745 3,490 1,745 n L.o (ft): - . L„o (ft) ♦ 7.0 11'5 6.5 .. Lam„ o Ift) • 18.6 9.0 1 + a - i L-0 (ft) •� 14.0 .. L�Ift) • _ . L-0 (ft) .. - i•�' LTe (R) 29.6 38.5 13.6 c • - - v(plf) 59 91 129 - - •• ' - No. of Sides Applied FLOOR'.LEVEL SHEAR' DISTRIBUTION EASTMEST - ' F=,,,,,,�,Shear (Lb. 1,342 671 - ., EF♦„a Shear (Lb.) _ •. - r a • EFT„ ♦ b_ Shear (Lb.) 4,832 2,416 - - - APPIy Q. to walline at rFALSE ❑ . ❑ ' ❑ . ❑ ❑ . � . ❑ ❑ ” ' this level? . ♦ FALSE APPh' Rho (p) to this ❑ ' ❑ ❑ ❑ ' ❑ ❑ ❑walline? FALSE L„a (ft) - X76 '48 28::; - L" Ift) - L,,,a Ift) '�� • LT. Ift) 76 62 28 v (plf) 32 78 86 - ' - No. of Sides Applied 1 1 1 to (D CD (D CD CD LU z C> Q 0 CD 0 C> C4 C4 C-4 C-4 C4 C4 w w co to (D CD (D T) '0Q 0 CL 05 CL < L. (3) CO T T �2 �g T T T T T T <g T T <g T T t9 T T U) 6 6 6 6 0 o iD o w z ca 0) 0 E E 0 V I 1 11 0 S E 0 u Oil 0 E E 0 u 1 0 E E 0 u —1 -0 cna a) 0 E E 0 u 1 1 1 ;; l7 l7 W —Fo @ 6 6 o d 0 E 0 E z 0 E 0 E 0 E LO LO CL E 0 u E 0 u E 0 u E u 0 E 0 u E 0 u E 0 u E 0 u E u 0 E 0 u (7) C11 00 00 co co co CD co co CD O 0 0 < N 0 0 0 0 z E E 0 V E E 0 u E E 0 u E e 0 u 6 6 6 6 0 o iD o w ID ID 0 E E 0 V I 1 11 0 S E 0 u Oil 0 E E 0 u 1 0 E E 0 u —1 0 E E 0 u —1 0 E E 0 u 1 1 1 1.0 io ID io to o iD o w ID ID a ch co LO ;; l7 l7 l7 l7 0 E 0 E 0 E 0 E 0 E 0 E 0 E 0 E 0 E 0 E LO LO CL E 0 u E 0 u E 0 u E u 0 E 0 u E 0 u E 0 u E 0 u E u 0 E 0 u (7) C11 00 00 co co co CD co co CD 00 0 C, 00 a) 0) a ch co LO ;; l7 l7 l7 l7 l7 l7 l7 l7 l7 l7 II 'o LO LO CL f f f -i LL C6 cli (7) C11 co M (1) — 0 0 0 0 .0 0 0 0 0 0 < 0 CF)co I U') 0 LO 0 0 m a) cinr"i CN tT 0) V� V r"i — Z- (L 0 0 0 0 0 0 0 0 0 0 -:-JL-7-- N m aL.!JL7-- co r- oo o) 0. Q L111- U Lu LL M: I L7<Jl C, 00 a) 0) a ch co LO ;; l7 l7 l7 l7 l7 l7 l7 l7 l7 l7 X 'o LO LO f f f -i LL C6 cli (7) C11 co M (1) — 0 0 0 0 .0 0 0 0 0 0 < C, 00 a) 0) a ch co LO ;; X 'o LO LO f f f -i LL C6 cli (7) C11 co M (1) — CF)co I U') 0 LO 0 a) cinr"i CN tT 0) V� V r"i — Z- N m T N co r- oo o) 0. Q (n U Lu LL M: FIRST LEVEL SHEAR TRANSFER E:Ftotal Lw.„ Grid Line Thickness v aotua( Panel Type Nail Spacing Nail Size Stud # of Edge Spacing Sides v allow Nailing (lb) (Ft) (plf) (in) @ edges (in) Applied (ply (En) NORTH - SOUTH 1 2,206 28 79 All other Gra 3/8 8d Common'; 16 o.c 16 1 260 6 2 5,547 13.5 411 All other Gra( v I 3/8 8d Common �l 13 o.c.�71 16 1 490 3 3 All other Gra. 3/8 8d Common W 16" o.c. 16 4 3;341. 56 60 All other Gra(v 3/8 8d Common 16" o.c. 16 1 . 260 6 5 I All other Gra. V: 3/8 v j8d Common, 16" o.c. 16 " 6, All other Gra v 3/88d Common 6" o.c. 17 16 7 All other Grac 3/8 18d Common *1 1 6" o.c. 16 8 All other Grai 3/8 8d Common v ,I 6" o.c. 16 9 All other Grai 3/8 8d Common 6", o.c. .'� 16 10 All other Gra, 3/8 8d Common', 6" o.c. 16 'EAST - WEST A 2,416 76 32 All other Gra. 3/8 18d Common W 16" o.c. �� 16 1 260 6 B 4,832 62 78 All other Gra, - 1 3/8 18d Common, 16" o.c: 16 1 260 6 C 2,416 28 86 All other Gra.. V 3/8 8dCommon 6" o.c. �_ 16 1 260 6 D All other Gra( 3/8 8d Common' 6" O.C. 16 E All other Graj �W I 3/8 8d Common V j [Eo 16 " F All other Grai 3/8 8d Common 6" o.c. 16 G All other Gra( V, 3/8 8d Common. 16' o.c. 16 H All other Gra. 3/8 ! 8d Common 16' o.c. 16 All other Gra c 3/8 8d Common 16" o.c. i6 All other Grai 3/8 : v' 8d Common 16" o.c. 16 Project: VV2,4gbner 1 I 'i L`ocatbn: TYPICAL FLOOR JOISTS Floor Joist [2013 California Building.Code(2012 NDS)] TJI 110 / 11.875 - iLevel Trus Joist x 14.0 FT @ 16 O.C. Section Adequate By: 49.8% Controlling Factor: End Reaction DEFLECTIONS Center Center Live Load 0.20 IN U842 40 Dead Load 0.10 in Dead Load DL = Total Load 0.30 IN U560 psf Live Load Deflection Criteria: U480 Total Load Deflection Criteria: L/360 REACTIONS A_ B psf Live Load 384 Ib 376 Ib 73.3 Dead Load 224 Ib 163 Ib Wall Loading Total Load 608 Ib 539 Ib Moment: 1981 ft -Ib Bearing Length .1.75 .in' .1.75 in Shear: 608 Ib Web Stiffeners No No Live Load (1 to Joists): L1 = BEAM DATA Center plf Span Length 14 ft 80 Unbraced Length -Top 0 ft Load Location X1 = Unbraced Length -Bottom 0 ft ft Floor sheathing applied to top of joists -top of joists fully braced. Floor Duration Factor 1.00 WOIST PROPERTIES TJI 110 / 11.875 - iLevel Trus Joist Base Values Adiusted Moment Cap: Mcap = 3160 ft -Ib Mcap' = 3160 ft -lb Cd = 1.00 Shear Stress: Vcap = 1560 Ib Vcap' = 1560 Ib Cd = 1.00 End Reaction: Rcap = 910 Ib Rcap' = 910 Ib Cd = 1.00 w/ web stiffeners: RcapWS = 0 Ib RcapWS' = 0 Ib Cd = 1.00 Interior Reaction: IRcap = 1935 Ib IRcap' = 1935 Ib Cd = 1.00 w/ web stiffeners: IRcapWS = 2295 Ib IRcapWS' = 2295 Ib Cd = 1.00 E. I.: EI = 267 Ib-in2 EI' = 267 Ib-in2 Uniform Floor Loading Center Live Load LL = 40 psf Dead Load DL = 15 psf Total Load TL = 55 psf TL Adj. For Joist Spacing wT = 73.3 plf Wall Loading 267.in2-Ib xE6 Moment: 1981 ft -Ib Wall One Shear: 608 Ib 1560 Ib Live Load (1 to Joists): L1 = 10 plf Dead Load ( -L to Joists):D1 = 80 plf Load Location X1 = 3 ft Controlling Moment1981 ft -Ib 6.58 Ft from left support of span 3 (Right Span) Created by combining all dead and live loads. Controlling Shear: 608 Ib At left support of span 2 (Center Span) Created by combining all dead and live loads. Comparisons with required sections: Read Provided E. 1.: 172 in2-Ib E6 267.in2-Ib xE6 Moment: 1981 ft -Ib 3160 ft -Ib Shear: 608 Ib 1560 Ib 7--, • Project V4ag,gdner •' , UST�•�+r�Uy•g�tSI Eric D. Ausmus, P.E. page LbcaUdri: Floor Girder •w Uniformly Loaded Floor Beam. 1`�li`Gi'1i`iF !i�£r Ausmus Engineering, I C. / Shear: Cd=1.00 3115 Johnny Lane E = 1600 ksi [2013 California Building Code(2012 NDS)]• Fc -1= 625 psi Chico, CA 95973 or 3.5 INx11.25INx7.0FTi FTW = Created by combining all dead and live loads. Controlling Shear: #2 - Douglas -Fir -Larch (North) - Dry Use ;u 80 Created by combining all dead and live loads. Section Adequate By:,9.4% Controlling Factor: Moment, DEFLECTIONS_ Center LOAWAG DIAG Live Load 0.05 IN U1845 Dead Load 0.02 in Total Load 0.07 IN U1204 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B StruCalc Version 9.0.1.4 6/14/2015 10:55:19 AM Live Load 1960 Ib 1960 Ib Dead Load 1044 Ib. 1044 Ib Total Load 3004 Ib 3004 Ib Bearing Length 1.37 in 1.37 in BEAM DATA Center Span Length 7 ft _ Unbraced Length -Top 0 ft Floor Duration Factor 1.00 7 ft _ Notch Depth . 0.00 MATERIAL PROPERT S IE #2 - Douglas -Fir -Larch (North) Comparisons with required sections: Rea'd Section Modulus: Base Values Bending Stress: Fb = 850 psi Moment of Inertia (deflection): Cd=1.00 CF= 1.10 Shear Stress: Fv = 180 psi Shear: Cd=1.00 Modulus of Elasticity: E = 1600 ksi Comp. -L to Grain: Fc -1= 625 psi Controlling Moment: 5257 ft -Ib 3.5 ft from left support FTW = Created by combining all dead and live loads. Controlling Shear: 3004 Ib At support. 80 Created by combining all dead and live loads. Comparisons with required sections: Rea'd Section Modulus: 67.48 in3 Area (Shear): 25.04 int Moment of Inertia (deflection): 82.79 in4 Moment: 5257 ft -Ib Shear: 3004 lb M Adjusted Fb' = 935 psi Fv' = 180 psi E' = 1600 ksi Fc -1' = 625 psi Provided 73.83 in3 39.38 int 415.28 in4 5752 ft -Ib 4725 Ib rm FLOOR LOADING Beam Total Live Load: . wL = Side 1 Side 2 Floor Live Load FLL = 40 psf 40 psf Floor Dead Load FDL = 15 psf 15 psf Floor Tributary Width FTW = 7 ft 7 ft Wall Load WALL = 80 plf BEAM LOADING Beam Total Live Load: . wL = 560 plf Beam Total Dead Load: wD = 290 plf Beam Self Weight: BSW = 8 plf Total Maximum Load: wT = 858 plf %njest' Waggoner ' Location: Pier Footing Footing [2013 California Building Code(2012 NDS)] Footing Size: 2.0 FT x 2.0 FT x 12.00 IN Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (3) min Section Footing Design Adequate , Allowable Soil Bearing Pressure: Qspsf Concrete Compressive Strength: Reinforcing Steel Yield Strength: F' - 3000 psi yy 60000 i Concrete Reinforcement Cover: c]= /—in Width: W = 2 ft Length: L = 2 ft Depth: Depth= '12 in Effective Depth to Top Layer of Steel: d = 8.25 in COLUMN AND BASEPLATE SIZE Required Footing Area: Column Type: Wood Column Width: m= 4 in Column Depth: n= 4 in FOOTING CALCULATIONS Bearing Calculations: PL = 2920 Ib Ultimate Bearing Pressure: Qu = 1252 psf Effective Allowable Soil Bearing Pressure: Qe = 1350 psf Required Footing Area: Areq = 3.71 sf Area Provided: A = 4.00 sf Baseplate Bearing: Bearing Required: Bear = 7178 Ib Allowable Bearing: Bear -A = 53040 Ib Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 1122 Ib Allowable Beam Shear: Vc1 = 16267 Ib Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 49 in Punching Shear: Vu2 = 5308 Ib Allowable Punching Shear (ACI 11-35): vc2-a = 99638 Ib Allowable Punching Shear (ACI 11-36): vc2-b = 145051 Ib Allowable Punching Shear (ACI 11-37): vc2-c = 66425 Ib Controlling Allowable Punching Shear: vc2 = 66425 Ib Bending Calculations: Factored Moment: Mu = 21533 in -Ib Nominal Moment Strength: Mn = 253113 in -Ib Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.58 in Steel Required Based on Moment: As(1) = 0.05 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACI -10.5.4): As(2) = 0.52 in2 Controlling Reinforcing Steel: As-reqd = 0.52 in2 Selected Reinforcement: #4's @ 8.0 in. o.c. e/w (3) Min. Reinforcement Area Provided: As = 0.59 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 9 in Note: Plain concrete adequate for bending, therefore adequate development length not required. Live Load: PL = 2920 Ib Dead Load: PD = 2088 Ib Total Load: PT = 5008 Ib Ultimate Factored Load: Pu = 7178 Ib Weight to resist uplift w/ 1.5 F.S.: U.R. = 387 Ib r AUS\AI$ Civil Engineering and Design 3115 Johnny Lane Chico, CA 95973 Ph: (530) 521-2648 ericausmus@gmail.com TRUSS CONCURRENCE LETTER April 26, 2016 Ausmus Engineering has reviewed the Truss Calculations provided and approved by: Endeavor Homes Oroville, CA 95966 m¢ Dated: j y/17/� April 2-,2016 The truss calculations were used in conformance with the structural design for the residence named: MAY 03 2016 BUREAU VERITAS N.A. lne6 ( BUTTE COUNTY BUILDING DIVISION APPR®VE® ® JOB: Waggoner p� LOCATION: Oroville, Ca. ICI i 14 e � TRUSS ENGINEERING POWER TO PERFORM. - - MiTek Industries, Inc. - 7777 Greenback Lane Suite 109 Citrus Heights, Ca.95610 Phone: (916)676-1900 Fax:(916)676-1909 Z X751 LE7L1vff" LT MAY 03'2016 BUR!EAkAVEHj i N.. '► LUMBER ► HARDWARE' ► STOCK PLANS ► CUSTOM DRAFTING ► TRUSS ENGINEERING ► TRUSSES ► PRE FRAMED WALLS 1` a WARNING: DO NOT CUT OR ALTER TRUSSES IN AI WARNING: DO NOT STORE TRUSSES ON UNEVEN TRUSSES REQUIRE EXTREME CARE IN HANDLING BUYER ACCEPTS THAT LUMBER AND LUMBER PRODU MAY CONTAIN MOLD SPORES, THE PRESENCE OF WH WILL NOT BE CONSIDERED A DEFECT 655 Cal Oak Rd. • ' _T P.O. Box 1947 Oroville, Ca.95965 Phone: (530)534-0300 f Fax. -(530)534-5269 1'�/1V/-VV"I1 riRer� DEVELOPME 1 t WS'%ated with F= WE® FOR WPLIANCER Sy IE UPRODUCTS - - INSPECTION 105 S.E. 124th AVE. `. Vancouver, Wa. 98684 5 ' Phone: (360)449-3840 Fax: (360)449-3953 —Ito I N V Sil r 4 { • - SJ2 r SJ 27 , - - _ H2 r i H3. �r ai C_ F Truss designe Io 950 lb. dreg A,12G 12G _ • N N r - -- - AGi J1 ' JZ �. J31 J51 _ J61 J51 AJ { AJ ' ,5 AJ4. y. p J31 r. - AJ J J2 ' AJ J1 + AA a /a' rry. r`. .r ... 1 , �' • �. a� F.. _ r ..r .. _ " It, ,. r aft• -F:. d. . . MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: Waggoner Fax 916/676-1909 Waggoner The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by . Endeavor Homes. Pages or sheets covered by this seal: R47171775 thru R47171.775 My license renewal date for the state of California is December 31, 2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Q�pFE5510AI P�ZpNlO HF�2cZ 3 C'76428 z 0 * EXPA2/3.112016 H April 27,2016 Hernandez, Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. Symbols Numbering System AGeneral Safety Notes., PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 14- 3/4 Center plate on joint unless x, y offsets are indicated. I6-4 8 dimensions shown in ff-in-sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates t0 both sides Of 1fUSS 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is otways required. See BCSI. I ,� �' 2. Truss bracing must be designed by an engineer. For truss individual lateral braces themselves 2 3 TOP CHORDS wide spacing, may require bracing, or alternative T, I, or Eliminator T bracing should be considered. T c1-2 C2-34 WEBS 3. Never exceed the design boding shown and never 0 Cza stack motedols on inadequately braced trusses. ix O 3 O 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate U eb = property interested plates 0-'44' from Outside 0- �' U all other parties. edge Of truss. 0 CL 5. Cut members to bear tightly against each other. C7-8 C6-7 cs s O ~ BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the' 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSIAPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. ' Plate location details avallable In MITek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shag not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THELEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 responsibility of truss fabricator. General practice a to X to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, by.text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purrins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or atter truss member or plate without prior approval of on engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consultwith Mal project engineer before use. Industry Standards: ANSI/TPI l : National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. ® and pictures) before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing, MiTek SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER rc PERFORM.'" ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10208 Job Truss Truss TypeJO ty Ply Waggoner 284).0. I J! 734 s -8.1z 847171775 WAGGONER All COMMON 1 r2:0-2-10.0-1-81. [3:0-3-0.0-3-41,15:0-3-0,0-3-41. 16:0-2-10.0-1-81, 19:0-4-0.0-3-01 ob Re erence o do al �l 2-0-0 734 6.8.12 5x8 = 6.00 12 4 ue r�pr c regn tYem9zFvt3-D_zwKaRvl l LzTbxHnCdOwafJC 1 gSma6klGQad3zMloQisWVGM80FwTmC�nzMloQ 6.8-12 7-3-4 230 Scale = 1:52.6 3x4 = 5x8 = 3x4 = LUMBER TOP CHORD 2x4 DF No.18Btr BOT CHORD 2x4 DF No.18Btr WEBS . 2x4 DF No.2 REACTIONS (Ib/size) 2=1505/0-5-8 (min. 0-1-10),6=11505/0-5-8 (min. 0-1-10) Max Horz 2=135(1_C 6) Max Uplift 2=295(1_C 8), 6=-295(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-32-2519/374, 34=2487/479, 4-5=2487/479, 5-6=2519/374 BOT CHORD 2-10=222/2192, 9-10=87/1578, 8-9=-87/1578, 6-8=222/2150 WEBS 4-9=0/581, 4-8=191/926, 5-8=392/181, 4-10=-191/926, 3-10=392/181 BRACING TOP CHORD Structural wood sheathing directly applied or 3-6-3 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 a NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 1 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 2=295, 6=295. 6) This truss has been designed for a moving concentrated load of 250.01b live and 4.0Ib dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 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 + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=60, 4-7=-60, 2-10=20, 8-10=60(F=-40), 43-8=20 Q()FESSIO/V Cko P��ONIO C 76428/7 v * � iXR 12/31/201 CIVIL OF CAI. April 27,2016 ,WARNING - Ve ft design paramerera and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PA -9E MII-7473 rev. 10/01/2015 BEFORE USE. Design valid for use only with MffekO connectors. This design is based only upon parameters shown, anc Is for on individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing pipe Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ------ -- fabrication. -fabrication, storage, delivery. erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 7-3-0 14-0-a 20-8-12 284).0. I J! 734 s -8.1z I 6-8-12 - 7-3-4 Plate Offsets (X.y): r2:0-2-10.0-1-81. [3:0-3-0.0-3-41,15:0-3-0,0-3-41. 16:0-2-10.0-1-81, 19:0-4-0.0-3-01 LOADING (psf) SPACING 2-D•0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.82 Vert(LL) -0.18 2-10 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.38 8-9 >874 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.27 Horz(TL) 0.08 6 n/a n/a BCDL 10.0 Code IBC2012rrP12007 (Matrix) Weight: 130 Ib FT = 20% LUMBER TOP CHORD 2x4 DF No.18Btr BOT CHORD 2x4 DF No.18Btr WEBS . 2x4 DF No.2 REACTIONS (Ib/size) 2=1505/0-5-8 (min. 0-1-10),6=11505/0-5-8 (min. 0-1-10) Max Horz 2=135(1_C 6) Max Uplift 2=295(1_C 8), 6=-295(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-32-2519/374, 34=2487/479, 4-5=2487/479, 5-6=2519/374 BOT CHORD 2-10=222/2192, 9-10=87/1578, 8-9=-87/1578, 6-8=222/2150 WEBS 4-9=0/581, 4-8=191/926, 5-8=392/181, 4-10=-191/926, 3-10=392/181 BRACING TOP CHORD Structural wood sheathing directly applied or 3-6-3 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 a NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 1 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 2=295, 6=295. 6) This truss has been designed for a moving concentrated load of 250.01b live and 4.0Ib dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 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 + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=60, 4-7=-60, 2-10=20, 8-10=60(F=-40), 43-8=20 Q()FESSIO/V Cko P��ONIO C 76428/7 v * � iXR 12/31/201 CIVIL OF CAI. April 27,2016 ,WARNING - Ve ft design paramerera and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PA -9E MII-7473 rev. 10/01/2015 BEFORE USE. Design valid for use only with MffekO connectors. This design is based only upon parameters shown, anc Is for on individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing pipe Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ------ -- fabrication. -fabrication, storage, delivery. erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless X. y Offsets are indicated. I6 4 8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x-bracing, is always required. See BCSL t n �' h 2. Truss bracing must be designed by an engineer. For truss individual lateral braces themselves 6 1 2 3 wide spacing, TOP CHORDS may require bracing, or aitemative T, I, or Eliminator bracing should be considered. cr_z csa WEBS Sao 4 3. Never exceed the design looding,shown and never stack materials on inadequately braced trusses. o: O !� �y� O 3 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U ey y = designer, erection supervisor, property owner and interested plates 0-'Ae from Outside 0- �' u U allother parties. edge Of truss. p 5. Cut members to bear lightly against each other. cry cs 6 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol jndjCOteS the' 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI I. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. ' Plate location details available In MITek 20/20 software Or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shag not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted, this design is not applicable for PLATE SIZE use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 NUMBERS/LE ERS/LETTERS. responsibility of truss fabricator. General practice is to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, sae, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 96048; specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER-3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 15. Connections not shown are the responsibility of others. 16. Do not cut or atter truss member or plate without prior (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless Indicated otherwise. �� ® 18. Use of green or treated lumber may pose unacceptable b-ffdenvironmental, health or performance risks. Consult with - project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (from, back. words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. MiTeko SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER ro PERFORM." ANSI/TPI 1 Quarity Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10208 T •3 .R 1 .t. Job Truss Truss Type CSI Ply Waggoner (loc) I/deft Ud 17'y Plates Increase R47143772 WAGGONER A11D GABLE 1 Wss designed for 9501b. drag TCDL 10.0 Lumber Increase 1.25 BC 0.99 Vert(TL) Job Re arence o tional �•�, ��,,,��. �+,�•„�. •.+ +>o.+ in, oun npr <n ur:oc w co w rage , I D: ym isWV GM80 FwTm CdntYem9zFvt3-goC Xj OR i_R Em a EfhrC VcbyuO BjXo F HA27 PnV hyzNY FV -2.0-o I 7-3.4 I 14-0-0 + -20.8-12 { 28-0-0 30-D'o j 2-0-0 734 s-8-12 6.6-12 7-3d 2-0.0 ~ Scale = 1:52.6 Y 5x8 = - 6.00 12 4 3x4 = 5x5 = 3x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.93 Vert(LL) -0.21 2-10 >999 360 TCDL 10.0 Lumber Increase 1.25 BC 0.99 Vert(TL) -0.36 2-10 >914 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.26 Horz(TL) 0.07 6 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) LUMBER BRACING PLATES GRIP MT20 220/195 Weight: 219 lb 'FT --'20% TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 DF No.2 Tek recommends that Stabilizers and required cross bracing OTHERS 2x4 DF No.2 be installed during truss erection, in accordance with Stabilizer glIalion guide, REACTIONS (Ib/size) 2=1235/0 5 8 (min. 0 1 8), 6=1235/0 5 8 (min. 0 1-8) Max Horz 2=135(LC 7) Max Upliff2=-494(LC 25), 6=-494(LC 26) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1916/771, 3-4=1907/614, 4-5=1907/614, 5-6=1916/771 BOT CHORD 2-10=597/1689, 9-10=-247/1175, 8-9=-247/1175, 6-8=597/1615 WEBS 4-9=0/385, 4-8=184/794, 5-8=-420/194, 4-10=184/794, 3-10=-420/194 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load noncon Current with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. • 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 494 Ib uplift at joint 2 and 494 Ib uplift at joint 6. 9) This truss has been designed for a moving concentrated load of 250.01b live and 4.0Ib dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) This truss has been designed for a total drag load of 950 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to.resist drag loads alongbottom chord from 0-0-0 to 28-0-0 for 33.9 pit. LOAD CASE(S) Standard 3 k R j$ Q ()FESSIp&q�. �NIO y yG1 CJ� C 76428 ,r of Z 70 v� EXP, 12/31/2016 m QFC April 25,2016 QWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parametersshown, and is loran individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the -- -� -e- - fabricotion, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Oualtly Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Intarmatlon available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 • Citrus Heights, CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure t0 Follow Could Cause Property � s/; Center plate on joint unless x, y offsets are indicated. 6 4 8 dimensions shown in ft -in -sixteenths Damage Or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates t0 both sides Of 1RJss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or X -bracing, is always required. See BCSI. 1 n 2. Trus bracing Must be designed by an engineer. For 2 3 wide truss spacing, individual lateral braces themselves TOP CHORDS may require bracing, or alternative T, I, or Efiminator should be considered. Ibracing T CI -2 C23 WEBS �a, 4 3. Never exceed the design loading shown and never o stack materials on inadequately braced trusses. O �•> ; �y� 3 O 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate U sb = property interested i plates 0 -'Ag' from outside a -u U oil other parties. edge Of truss. 5. Cut members to bear tightly against each other. c» Cbl C-1-60 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the' g 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes treses will be suitably protected from the environment in accord with ANSI/TPI I. *Plate location details available In MITek 20/20 software or upon request. 8. Unless otherwise noted, moisture concent of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shag not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice ls to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, sae, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and sae, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95.43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if Indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 fl, spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate wiihout prior (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1 • National Design Specification for Metal 19. Review all portions of this design from, bock, words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® isnot sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER rO PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev, 10208 Job Truss Truss Type Qty Ply Waggoner CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 R47143773 WAGGONER Al2 SCISSORS 13 1 Lumber Increase 1.25 BC 0.87 Vert(TL) -0.62 12-13 >529 240 BCLL 0.0 ' Job Reference (optional) enaeavor Homes, urovine, uA eouoo r.4su s dot zo zuis mu i eK inausmes, mc. bun Apr za urarzu zulb rage 1 I D:ym i s WVGM80 FwTm C dntYem9zFvt3d B KH8hSz W2U UuYo4ydX4g NzoB X E9jApLbjGcl rzNY FT -2-0.0 51-5 9-Cr10 14-0-0 18-5-6 22-10-11 28-0-0 30.0-0 2-0.0 51-5 4-5-6 4-5-6 4-. 4-5-6 51-5 2�0 Scale = 1:53.5 d1 4x4 - 5 Plate Offsets MY): 13:0-2-8.0-3-01. 17:0-2-8.0-3-01 �- BOT CHORD 2-14=-275/3094, 13-14=282/31100,112-13=186/2755, 11-12=186/2755, 10-11=-282/3100, LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) -0.25 12 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.87 Vert(TL) -0.62 12-13 >529 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.32 Horz(TL) 0.47 8 n/a n/a Q Q BCDL 10.0 Code IBC2012ITP12007 (Matrix) co 7) This truss has been designed Weight: 125 Ib FT = 20% LUMBER C 76428 f^ Z ';0 BRACING - f TOP CHORD 2x4 DF No.2 S EXP. 12131/2016 nm TOP CHORD Structural wood sheathing directly applied or 3-0-3 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEBS 2x4 DF No.2MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer st REACTIONS (Ib/size) 2=1235/0-5-8 (min. 0-1-8),8=1235/0-5-8 (min. 0-1-8) Max Hoa 2=141(LC 6) Max Uplift 2=253(!-C 8), 8=-253(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3485/407, 3-4=3031/374, 4-5=2373/277, 56=2373/277, 6-7=3031/374, 7-8=-3485/407 BOT CHORD 2-14=-275/3094, 13-14=282/31100,112-13=186/2755, 11-12=186/2755, 10-11=-282/3100, 8-10=275/3094 WEBS 512=-146/1794, 6-12=-649/159, 6-11=0/392, 7-11=534/92, 7-10=0/329, 4-12=649/159, 4-13=0/392, 3-13=-534/92, 3-14=0/329 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=28ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord it all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. OV ESS/oNI`F 5) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Capacity of bearing surface. Q Q 6) Provide mechanical truss to bearing ``iONI0 connection (by others) of plate capable of withstanding 253 Ib uplift at joint 2 and 253 Ib uplift at joint 8.t co 7) This truss has been designed for a moving concentrated load of 250.01b live and 4.01b dead located at all mid panels and at all panel the Top Chord C 76428 f^ Z ';0 points along and Bottom Chord, nonconcurrent with any other live loads. - f LOAD CASE(S) Standard S EXP. 12131/2016 nm CIVIL OF CAI. April 25,2016 A.WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 1010312015 BEFORE USE. Design valid for use only with M'Tek® connectors. This design is based only upon parameter, shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall IYNet buiMlding design. Bracing indicated u to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is al,voys required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS4TPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensionsare in ff-in-sixteenths. (Drawings not to scale) Apply plates to both sides of ttuss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or X -bracing, is always required. See BCSL O T� S 2. Tans bracing must be designed by an engineer. For truss individual lateral braces themselves 1 2 3 wide spacing, TOP CHORDS may require bracing, or alternative T, I, or Eliminator _ bracing should be considered. T 1 1 cl-2 c2J WEBS 3. Never exceed the design loading shown and never o stack materials on inadequately braced trusses. O •� �y� O4. N Provide copies of this truss design to the building For 4 x 2 orientation, locate designer, erection supervisor, property owner and interested i Plates 0- na� from outside o_ U all other parties. edge Of truss. 5. Cut members to bear tightly against each other. r— cr C6-7 csc 0 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indjcotes the' g 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available In MITek 20/20 SOttWafe or upon feQU@ft. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted, this design is not applicoble for PLATE SIZE use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice ls to x to slots. Second dimension is comber for dead bad deflection. the length parallel to slots. 11. Plate type, sae. orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING 15. Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved 16. Do not cut or offer truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with _ project engineer before use. Industry Standards: ANSI/TPI1 : National Design Specification for Metal 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® is not sufficient. OSB -89: Design Standard for Bracing. MiTek SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER ro PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10208 kaw Job Truss Truss Type Oly Ply LOADING (psf) SPACING 4-0-0 CSI DEFL FWaoner.r,..WAGGONER (loc) Al2G SCISSORS r 22 Plates Increase 1.25 o tional .•�........ ..., =w ousmes, mc. oun r,pr - ur:arc. zu.o rage , ID:ymisWVGMBOFwTmCdntYemgzFvt3-ZaR2ZN U D2gkC7ryS41 ZYmo3DXLy5B3Ce201igjzNYFR -z-0.0 3-11-15 I 7-3-1s + 10,8-0I 14-0-0 17-4-0 I za8-1 24-0-1 I z&0-0 1 30-0-02-0.0 311.15 3-4-0 3.4-0 341 34-0 3-0-0 3.4.0 311-15 2-0-0 Scale = 1:53.5 44 = M Plate Offsets (X,Y): (3:0-2-8.0-3-01 (9:0-2-8.0-3-01 LOADING (psf) SPACING 4-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) -0.24 15 >999 360 TCDL 10.0 Lumber Increase 1.25 BC 0.71 Vert(TL) -0.61 15 >543 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.32 Horz(TL) 0.45 10 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) LUMBER ` TOP CHORD 2x4 DF No.2 BOT CHORD 2z4 DF No.2 WEBS 2x4 DF No.2 PLATES GRIP MT20 220/195 Weight: 267 Ib FT = 20% BRACING TOP CHORD 2-0-0 cc purlins (4-10-15 max.) (Switched from sheeted: Spacing > 3-6-0). BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS (Ib/size) 2=2471/0-5-8 (min. 0-1-8), 10=2471/0-5-8 (min. 0-1-8) Max Horz 2=269(LC 6) Max Upl'Ift2=506(LC 8), 10=506(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6772/766, 3-4=6497/816, 4-5=5670/703, 5-6=4684/561, 6-7=4684/561, 7-8=-5670/703, 8-9=6497/816, 9-10=-6772/766 BOT CHORD 2-18=-515/5980, 17-18=533/6006, 16-17=-490/5955, 15-16=282/5159, 14-15=-282/5159, 13-14=49015955,12-13=-533/6006.10-12=515/5980 WEBS 6-15=-346/3669,7-15=10541260,7-14=60/616, 8-14=-850/214, 8-13=0/404, _ 9-13=-354/87, 9-12=0/330, 5-15=-1054/260, 576=-60/616, 4-16-850/214, 4-17=0/404, 3-17=-354/83, 3-18=0/330 I NOTES 1) 2 -ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 cc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vuft=11Omph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) All plates are 3x4 MT20 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9j Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 506 Ib uplift at joint 2 and 506 Ib uplift at joint 10. 10) This truss has been designed for a moving concentrated load of 250.Olb live and 4.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) Graphical purlin representation does not depict the size or the orientation of the purfin along the top and/or bottom chord. Q�pFESS/ONgz. �kO ON10 h�F4" U C 76428 z EXP. 12/31/2016 ^7 OF VI\ - LOAD CASE(S) Standard April 25,2016 QWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10103/20/5 BEFORE USE. Design valid for use only with MiTekO connectors. This design B based only upon parameters shown, and Is for an individual building component, not ' a truss system. Before use. the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 19151- - fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Twss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22514. - Suite 109 ' Citrus Heights, CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ff-in-sixteenths. (Drawings not to scale) Apply plates t0 both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is ahvays required. See BCSI. 0.1 �� 2. Tans bracing must be designed by an engineer. For truss individual lateral braces themselves 1 2 3 TOP CHORDS wide spacing, may require bracing, or altemative T, I, or Eliminator T bracing should be considered. T ci-z C2-3 WEBS 4 3. Never exceed the design loading shown and never 0 , stack materials on inadequately braced trusses. O �•� 3 gym 30 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate U sb = property interested plates 0 -'Ag' from outside a U all other parties. edge Of truss. p 5. Cut members to bear tightly against each other. cr CA -7 cs a BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the'g 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. ' Plate location details available In MITek 20/20 software Of Upon t@qu@Sf. 8. Unless otherwise nosed, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. ` 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to x to slots. Second dimension is camber for dead bad deflection. the length parallel t0 slots. 11. Plate, type, size, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be at the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 tt. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but C 2006 MTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. reaction section indicates joint �� ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. 1 B. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult wish - project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back. words and pictures( before use. Reviewing pictures alone Plate Connected Wood Truss Construction.MiTek ® is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER r0 PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10-'08 M Job Truss Truss Type Qty Plywaggoner TC 0.84 TCDL 10.0 Lumber Increase 1.25 BC 0.88 BCLL 0.0 ' Rep Stress Incr YES R47143775 WAGGONER A13 SPECIAL �' r{ 1 - 1 ' Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr end verticals, and 2-0-0 oc purlins (3-10-1 max.): 1-2. WEBS 2x4 DF No.2 Rigid ceiling directly applied or 10-0-0 oc bracing. ob Reference a tional u�cav�i n�i,ca, vi �vn c, �.r oaaw nP, c rage ID.,ymisVVVGM80FwTmCdntYem9zFvt3-1 m7QmjUrpzt217Xfdl4n17bGGkGjwSdnHgUGMAzNYFQ 1-10-8 2-�0 7-11-0 14.0.0 20.8.1 I 28-M 30.0.0 1-10-8 0.1-8 5-11-4 60.12 6.8.1 7-3-15 2-0.0 ' Scale = 1:54.0 4x5 = 2-0.0 I 7-11-4 14-0-o I 20-8-1 28-0-0 i LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.84 TCDL 10.0 Lumber Increase 1.25 BC 0.88 BCLL 0.0 ' Rep Stress Incr YES WB 0.63 BCDL 10.0. Code IBC2012/TP12007 (Matrix) LUMBER ' TOP CHORD 2x4 DF No.18Btr Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr end verticals, and 2-0-0 oc purlins (3-10-1 max.): 1-2. WEBS 2x4 DF No.2 Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 12=1100/Mechanical, 6=1244/0-58 (min. 0-1-8) Max Horz 12=-141(LC 6) Max Uplift 12=-169(LC 8), 6=258(LC 8) DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.23 8-9 >999 360 MT20 220/195 Vert(TL) -0.60 8-9 >551 240 M18SHS 220/195 Horz(TL) 0.36 6 n/a n/a Weight: 122 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals, and 2-0-0 oc purlins (3-10-1 max.): 1-2. 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. FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 1-12=-962/137,1-2=-2878/465,2-3=3395/458, 3-4=-2473/299, 4-5=2482/297, 5-6=-3501/432 BOT CHORD 11-12=0/441, 10-11=-413/2986, 9-10=302/3093,8-9=-2901311111, 6-8=-287/3120 WEBS 2-10=339/326, 3-10=0/364, 3-9=-902/234, 4-9=125/1760, 5-9=919/221, 5-8=0/398, 2-11=1602/304, 1-11=-417/2611 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCOL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenr with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will - fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 6 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 169 Ib uplift at joint 12 and 258 Ib uplift at joint 6. 10) This truss has been designed for a moving concentrated load of 250.01b live and 4.01b dead located at all mid panels and. at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Q�pIFESS1O/V �c�O P�(ONIO h, F2c C C 76428 z M � v * EXP. 12131/2Y6 H TF April 25,2016 QWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use onlywith MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. design. Bracing indicatedis to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is olways required for stability and to prevent collapse With possible personal injury and property damage. For general guidance regarding the - fabrication. storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/; Center plate on joint unless x, y offsets are indicated. I6-4 8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to score) Apply plates t0 both sides Of t(Us$ 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is otwoys required. See BCSI. r 0' h A 2. Truss bracing Must be designed by an engineer. For truss individual lateral braces themselves 61 1 2 3 wide spacing, TOP CHORDS may require bracing, or alternative T, I, or Eliminator bracing should be considered. T I I ci-z cz� WEBS 3. Never exceed the design loading shown and never o stack materials on inadequately braced trusses. O�•� NC 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U designer, erection supervisor, property owner and plates 0 -'AJ' from outside o_ v all other interested parties. edge of irU55. a_ 5. Cut members to bear tightly against each other. c7-8 c6.7 cs-c O BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. ' Plate location detalls available in MITek 20/20 SOttWar@ Or upon request. 8. Unless otherwise nosed, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shag not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 responsibility of truss fabricator. General practice a to x to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, sae, orientation and location dimensions PRODUCT CODE APPROVALS indicated are rninimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. If indicated. 95110, 84-32, 96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. reaction section indicates joint �� ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions a use design inn pi back, words and pictures] before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® is not sufficient. DSB-89: Design Standard for Bracing. MiTek SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER To PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10208 is 1 Job Truss Truss Type Ply Waggoner LOADING (psf) SPACING 2-0-0 CSI ry PLATES GRIP 847147778 WAGGONER A14 SPECIAL 1 Lumber Increase 1.25 BC 0.93 Vert(TL) -0.62 11-12 >532 240 MT18H 220/195 BCLL 0.0 ' Rep Stress Incr YES Job Reference o tional Endeavor Homes, Orovllle, CA 95965 7.430 s Jul 25 2013 MITek Industries, Inc. Sun Apr 24 07:37:24 2016 Page 1 ID:ymisVvVGMaOFwTmCdntYem9zFvt3-VyZo 3VTaH4vN96rBSbOrD8Ue8b5ftpxWKEpuczNYFP 3 -[ 8-11-4 1 lao-o I 18-5-6 22-10-11 I z6.0-0 3o-00 310-e s o 1z so 1z a -sem ass rr1-s z -o 0 Scale = 1:53.9 4x4 = 4-60 8-11-4 ia-60 18-s� , 22-10-11 ze-0-0 l I I a0-0 4-11-4 5.0.12 4-5b 45.6 Plate Offsets MY): [6:0-2-8.0-3-01.[13:0-5-0.G-1-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.68 Vert(LL) -0.25 11 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.93 Vert(TL) -0.62 11-12 >532 240 MT18H 220/195 BCLL 0.0 ' Rep Stress Incr YES WB 0.76 Horz(TL) 0.37 7 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 128 Ib FT = 20% LUMBER BRACING TOP' CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-6 oc purlins, except BOT CHORD 2x4 DF No.2 end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-2. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 14=1100/Mechanical, 7=1244/0.5.8 (min. 0-1-8) Max Horz14=-151(LC 6) Max Uplift 14=-168(LC 8), 7=259(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-14=-313/53, 1-2=256/43, 2-3=3208/439, 3-4=-2427/301, 4-5=2413/303, 5-6=-3066/399, 6-7=3518/431 BOT CHORD 13-14=-406/3165, 12-13=-407/3192, 11-12=263/2932, 10-11=-209/2786, 9-10=-303/3130, 7-9=-296/3124 WEBS 2-14=3061/483, 2-13=759/148, 2-12=-536/139, 3-12=0/379, 3-11=770/206, 4-11=163/1819, 5-11=646/157, 5-10=0/390, 6-10=533/90, 6-9=0/329 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=28ft; eave=oft; Cat. ll; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. ESS110V4 5) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other live loads. Q.�OF . 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom `` (O NIQ L, 2 chord and any other members. R) Q\ F C� 7) Refer to girder(s) for truss to truss connections. �4F2 8) Bearing at joint(s) 7 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity U UO C 76428 y m of bearing surface. J 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 168 Ib uplift at joint 14 and 259 Ib uplift at joint 7.' Q v `L EXP, 12/31/2016 n1 10) This truss has been designed for a moving concentrated load of 250.01b live and 4.01b dead located at all mid panels and at all panel *' points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. C(VI1 �T'OF LOADCASE(S) Standard CAL1F April 25,2016 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/1015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and p operiy incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I e' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the -- -- - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/71`11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety fnformation available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. suite 109 Citrus Heights, CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. I6-4 8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is ohvays required. See BCSI. t rr 0.16611 ' /16 2. Truss bracing must be designed by an engineer. For tens individual lateral braces themselves 1 2 3 wide spacing, TOP CHORDS may require bracing, or altemotive T. I, or Eliminator should be considered. Ibracing T C1 -Z CM 4 3. Never exceed the design loading,shown and never stack materials on inadequately braced trusses. O 5 •> ;3 O ;XZtae 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate U eb y = P property interested 1 plates 0 -'Ag' from outside a U all other parties. edge of truss. 5. Cut members to bear tightly against each other. c7-8 car cs-60 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the' 8 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. Plate location details available In Miek20/20 SOttWar@ Or Upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shag not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless express N noted, this design is not applicable for use with fire reffardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 responsibility of truss fabricator. General practice ls to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, sae, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 H. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vory but C 2006 MTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of on engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with me[ project engineer before use. Industry Standards: ANSIITP11: National Design Specification for Metal 19. Review all portions of this design (front, back. words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction.MiTek ® is not sufficient. DSB-89: Design Standard for Bracing. SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TQ PERFGRM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10-'08 Jab Truss Truss Type Qty Lumber Increase Waggoner Rep Stress Incr 6.00 12 4 Horz(TL) 0.34 7 n/a n/a 847143777 WAGGONER A15 SPECIAL 1 JPly1 1 TOP CHORD Structural wood sheathing directly applied or 3-0-14 oc purlins, except 3x4 i end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-2. 3x4 Rigid ceiling directly applied or 10-0-0 oc bracing. Job Reference o do al ID:ymisWVGM8OFwTmCdntYem9zFvt3-z97ABP W5Lb7m_Jh11A7FNOgggYyGONz4k_zM02zNYFO 510.8 l 9-11-4 I 14-0.0 18-56 22-10.11 ( 28-0-0 30.0-0 510.8 40.12 4-0.12 4.56 4-5-6 51-5 2-0.0 Scale = 1:56.6 LOADING (psl) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 SPACING 2-0-0 4x4 = 1.25 Lumber Increase 1.25 Rep Stress Incr 6.00 12 4 Horz(TL) 0.34 7 n/a n/a 18 19 BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-14 oc purlins, except 3x4 i end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-2. 3x4 Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-14 3 MiTek recommends that Stabilizers and required cross bracing 5 be installed during truss erection, In accordance with Stabilizer m _ 6x10 MT18H II _ 4x12 - 17 20 1 5x5 1 6 11 11h 24 5x8 = 25 21 0 12 10 ld _ 23 3x4 3x4 2 26 14 22 13 9 7 - 4x6 6x10 MT18H = 3.00 12 1.5x4 II 27 `•' 9 8 1$ - 3x6 6-0-0 s-11-4 140-0 18.5.6 22-10-11 z8.0.o 110 1 311-4 40.12 4-5.6 1 45. i 51-5 Plate Offsets (X.Y): [6:0-2-8.0-3-01.(13:0-5-0.0-1-41 LOADING (psl) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2012rTP12007 CSI TC 0.59 BC 0.87 WB 0.51 (Matrix) REACTIONS (Ib/size) 14=1100/Mechanical, 7=1244/0-5-8 (min. 0-1-8) Max Horz 14=-156(LC 6) Max Uplift 14=-167(LC 8), 7=-260(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-14=327/83, 2-3=3028/422, 3-4=2400/309, 4-5=2408/307, 5-6=3068/404, 6-7=-3517/435 BOT CHORD 13-14=-364/3123,12-13=-370/3175,11-12=221/2755, 10-11=-214/2788, 9-10=-307/3129, 7-9=-300/3123 WEBS 2-14=3012/461, 2-13=719/141, 2-12=-539/144, 3-12=-32/403, 3-11=-630/172, 4-11=177/1834, 5-11=-649/160, 5-10=0/392, 6-10=532/89, 6-9=0/329 DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.24 11 >999 360 MT20 220/195 Vert(TL) -0.6210-11 >534 240 MT18H 220/195 Horz(TL) 0.34 7 n/a n/a Weight: 130 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-14 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-2. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=28ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 167 Ib uplift at joint 14 and 260 Ib uplift at joint 7. 10) This truss has been designed for a moving concentrated load of 250.01b live and 4.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard pf ESS/0/v OQ�QN10 h, Fac Q GO o C 76428 z v EXP. 12/31/2016 V(1L. April 25,2016 QWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7479 rev. 10/03/2015 BEFORE USE. Design valid for use only vAth Mlekb connectors. This design is based only upon parameters shown, and is for an individual building component. not /A•• a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall IY building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing 1 is always required for stability and to prevent collapse vAth possible personal injury and property damage. For general guidance regarding the ! - - fabrtcation, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 64-8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ff-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSI. -1/16" 2. Truss bracing must be designed by an engineer. For truss individual lateral braces themselves 1 2 3 wide spacing, TOP CHORDS may require bracing, or altemative T, I, or Eliminator bracing should be considered. T ci-2 c2a WEBS 4 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. O !> ; �y� 3 O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate V eb = designer, erection supervisor, property owner and plates 0 -'Ag' from outside a u U all other interested parties. edge Of truss. 00 a0 5. Cut members to bear tightly against each other. C7-8 car C5-6 0 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the, 8 7 6 5 oint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. ' Plate location details available In MITek 20/20 SOtiWaf@ Of Upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shag not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted, this design is not applicable for PLATE SIZE use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a nonstructural consideration and is the width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 15. Connections not shown are the responsibility of others. 16. Do not cut or offer truss member or plate without prior (supports) occur. Icons vary but C 2006 Mitek® All Rights Reserved approval of an engineer. reaction section indicates joint �� ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable — environmental, health or performance risks. Consult with - project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (frons, back. words and before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® is not sufficient. sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER r0 PERFORM.'" ANs1/TP1 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. M1ek Engineering Reference Sheet: MII-7473 rev. 10208 .P. Job Truss Truss Type - Qty Plywaggoner 1 2840 Plate Offsets (X,Y): 13:0-2-12.0-2-01, [6:0-2-8.0-3-01 [12:0-3-0.0-0-121 847143778 WAGGONER A16 SPECIAL �., .. 1 1 CSI DEFL in (loc) I/deft L/d PLATES GRIP Job Reference o lig al Endeavor Homes, Orovllle, CA 95965 7.430 s Jul 25 2013 MiTek Industries, Inc. Sun Apr 24 07:37:26 2016 Page 1 I D: ym i s WVGM80 FwTm CdntYem9zFvt3-R LhY01Xk6u FdcTG EJ tetlweD p2yF17ru DzejwzUzNYF N I 311-47-10.8 14-0.0 I 18-5-6 22-10.11 28-0.0 { 30.0.0 311-4 3.11-4 11-8 4-5� 45 6 5.1-5 2-0.0 ' Scale = 1:53.4 4x5 = 6.00 12 111-48-0-0 I 311-4 40.12 14 -0 V:. 1 18.5-6 45-6 I 22-10.11 45.6 1 2840 Plate Offsets (X,Y): 13:0-2-12.0-2-01, [6:0-2-8.0-3-01 [12:0-3-0.0-0-121 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.75 Vert(LL) -0.22 10-11 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.98 Vert(TL) -0.56 11-12 >593 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.47 Horz(TL) 0.29 7 n/a n/a BCDL 10.0 Code IBC2012lrP12007 (Matrix) Weight: 131 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.2, TOP CHORD BOT CHORD 2x4 OF No.2 WEBS 2x4 OF No.2 BOT CHORD REACTIONS (Ib/size) 14=1100/Mechanical, 7=1244/0.5-8 (min. 0-1-8) Max Hoa 14=-161(LC 6) Max Uplift 14=-165(LC 8), 7=262(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 25b (lb) or less except when shown. TOP CHORD 1-14=-1046/178,1-2=-1724/279,2-3=-1725/278, 3-41=-2459/3110,4-5=2431/318' 5-6=-3058/408, 6-7=3522/441 BOT CHORD 112-13=315/2974,11-12=-324/3042, 10-11=216/2779, 9-10=313/3133, 7-9=306/3128 WEBS 11-113=277/11898.2-13=-3111/111, 3-13=1416/222, 3-12=634/123, 3-11=848/244, 4-11=151/1776, 5-11=-630/148, 5-10=2/385, 6-10=539193,6-9=Q/331 Structural wood sheathing directly applied or 2-10-13 oc purlins, except end verticals, and 2-0-0 oc purlins (4-8-2 max.): 1-3. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 11-12. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=28ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 165 Ib uplift at joint 14 and 262 Ib uplift at joint 7. 9) This truss has been designed for a moving concentrated load of 250.Olb live and 4.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. - LOAD CASE(S) Standard �OFESSIOiyq ONIO U,, C 76428 z EXP. 12/31/2016 �CIVIL_ �TFOFCAI. O � April 25,2016 QWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTeI19 connectors. This design B based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing -0- - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property. 3/4 Center plate on joint unless x, y offsets are indicated. I6 4 8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides Of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is atways required. See SCSI. 1 0 /16" 2. Truss bracing Must be designed by an engineer. For themselves 1 2 3 wide tans spacing, individual lateral braces TOP CHORDS may require bracing, or altemotive T, I, or Eliminator bracing should be considered. T ci-s C2 -3T WEBS 4 3• Never exceed the design looding•shown and never stack materials on inadequately braced trusses. O �•� ��� � 0 4. Provide copies of this truss design to the building designer, owner and For 4 x 2 orientation, locate U ply h P erection supervisor, property interested i plates 0 Al' from outside a O all other parties. edge Of truss. 0 S. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the' 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI I. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/rPI I. ' Plate location details available In MITek 24/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shag not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 responsibility of truss fabricator. General practice ls to x to slots. Second dimension i5 camber for dead bad deflection. the length parallel to slots. 11. Plate type, sae. orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable _ — environmental, health or performance risks. Consult with - project engineer before use. Industry Standards: "" T ANSI/TPI I : National Design Specification for Metal 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® is not sufficient. DSB-89: Design Standard for Bracing. MiTek SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER ro PERFORM.'" ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10208 Job Truss Truss Type I Sa12 Ply WaggonerR47143779 Plate Offsets (X.Y): f6:0-2-8.0-3-01,112:0-2-8.0-0-101 ry SPACING 2-0-0 CSI WAGGONER � A17 SPECIAL - 1 Plates Increase 1.25 TC 0.59 Vert(LL) -0.21 10 >999 360 MT20 220/195 Job Reference foptionall ........ �•+ _��_.. c. sun Z''. ucm cvro rage 1 ID:ym isWVGM8OFwTmCdntYem9zFvt3-vXFxcSYMtCN U EcrOsb9jSrm7HMdksHANCISTVxzNYFM 4-11-4 I 9-10-8 + 1460 I 18-56 22.1611 I 28-x0 I 3660 i 4-11-4 411-4 41-8 656 65-6 s1-5 2-4-0 4x5 1 Scale = 1:53.4 4x4 = 6.00 12 1.5x4 II 402 = 2 4 14-.. 21 13 22 12 4x4 II 4x10 = 5x 1-4 10-M0 1a 16-s-6 22-10-11I o I Sa12 I11t 4-5.66- S1 -s Plate Offsets (X.Y): f6:0-2-8.0-3-01,112:0-2-8.0-0-101 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) -0.21 10 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.87 Vert(TL) -0.53 10-11 >622 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.53 Horz(TL) 0.27 7 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 133 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-15 oc purlins, except BOT CHORD 2x4 DF No.2 end verticals, and 2-0-0 oc purlins (4-5-13 max.): 1-3. WEBS 2x4 DF No.2 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 uide REACTIONS (Ib/size) 14=1100/Mechanical, 7=1244/0-5-8 (min. 0-1-8) Max Horz 14=-167(LC 4) Max Uplift 14=-167(LC 4), 7-263(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-14=-1043/181, 1-2=-1722/282, 2-3=-1722/282, 3-4=-2399/322, 4-5=2408/321, 5-6=-3068/416, 6-7=-3517/447 BOT CHORD 12-13=235/2691, 11-12=-241/2755, 10-11-226/2788, 9-10=318/3129,7-9=-3110/3123 WEBS 1-13=275/1891, 2-13=348/148, 3-13=1095/159, 3-12=576/95, 3-11=-634/178, 4-11=189/1829,5-11=649/158, 5-10=0/393, 6-10=-532/88, 6-9=0/328 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=28ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 167 Ib uplift at joint 14 and 263 Ib uplift at joint 7. 9) This truss has been designed for a moving concentrated load of 250.Olb live and 4.016 dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Q�pFESSIOA, •��'�io :Pe1�4N10 yF'f�22 o� C 76428 z any EXP. 12131/2016 ^1 OFC April 25,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MAI Design valid for use only with MiTek® connectors. This design B based only upon parameters shown, and Is for an individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 8• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the -- -- -• - - fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/1P11 Quality Criteria, DSS -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Citrus Helclhts. CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property ' 3/4 Center plate on joint unless x, y offsets ore indicated. I6-4 8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ff-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or X -bracing, is otways required. See BCSI. 2. Trus bracing must be designed by an engineer. For lateral braces themselves 2 3 wide truss spacing, individual TOP CHORDS may require bracing, or altemative T,1, or Eliminator should be considered. 1bracing T 1 ci-2 c2-3 4 WEBS Cz, 3. Never exceed the design loading shown and never inadequately braced trusses. o stack materials on O M: T�!� ; �y� 3 O 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate U eb . = property interested 011 plates 0 -'Ag' from outside o_ �' u U all other parties. edge of truss. rL 5. Cut members to bear tightly against each other. cC7-8 c6 -7s C, c O BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the' 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations ore regulated by ANSI/TPI 1. connector plates. 7. Design assumes tenses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available in MfTek 20/20 SOtlWare O� upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shag not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the ' width measured perpendicular 4 4 responsibility of truss fabricator. General practice ls to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -131 1, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T. I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved 15. Connections not shown ore the responsibility of others. 16. Do not cut or ager truss member or plate without prior approval of an engineer. reaction section indicates joint �� ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. 1 B. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consuh with project engineer before use. Industry Standards: ANSI/TPI l : Notional Design Specification for Metal 19. Review all portions of this design back. words and pictures) before use. Reviewing ing pictures alone Plate Connected Wood Truss Construction. ® is not sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER rO PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10-'08 Job Truss Truss Type Qty Ply Waggoner LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP 847143760 WAGGONER � A18 SPECIAL � 1 1 Lumber Increase 1.25 BC 0.87 Vert(TL) -0.51 10.11 >645 240 BCLL• 0.0 Rep Stress Incr YES JobRefere ce (optional ........�+���� _. �� _+��� A s JW <a LV 3 MI ex Inauslnes. Inc. Dun rpr Z4 u/:3r:za zulo rage 1 ID:ymisWVGM80FwTmCdntYem9zFvt3-0jpJPQY_dWVL.QcOlgy7319VIzubhWQyC11 NzNYFL 511-4 11-10-8 i 14-0-0 18-56 22-10-11 I 28-0-0 30.0.0 511-4 511-4 2-1-8 4-5-6 4-56 51-5 1 2-00 Scale = 1:53.3 6.o0 12 4x4 = 4.8 = 4 511-4 + 12-00 14-0-0 18-56 22-1011 28-0-0 I I 1 sit -4 6-0-12 2-00 4-56 4S6 51-5 Plate Offsets (X.Y): [3:0-2-12,0-2-01.[6:0-2-8.0-3-01.[12:0-4-0.0-1-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.68 Vert(LL) -0.20 10 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.87 Vert(TL) -0.51 10.11 >645 240 BCLL• 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.24 7 n/a n/a BCDL 10.0 Code IBC2012rrP12007 (Matrix) Weight: 136 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-14 oc purlins, except BOT CHORD 2x4 DF No.2 end verticals, and 2-0-0 oc purlins (4-1-5 max.): 1-3. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-D-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide, REACTIONS (IbJsize) 14=1100/Mechanical, 7=1244/0-5-8 (min. 0-1-8) Max Horz 14=-190(LC 4) Max Uplift 14=-192(LC 4), 7=265(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-14=1036/209, 1-2=-1692/281, 2-3=-1693/280, 3-4=-23651341, 4-5=2398/327, 5-6=-3072/424, 6-7=3516/453 BOT CHORD 12-13=159/2425, 11-12=-164/2479, 10-11=-234/2789, 9-10=323/3128, 7-9=316/3121 WEBS 1-13=291/1847, 2-13=-377/178, 3-13=826/109, 3-12=505/75, 3-11=533/145, 4-11=230/1895, 5-11=653/162, 55-1 0=0/396, 6-10=529/86, 6-9=0/327 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=28ft; eave=4ft; Cat. Il; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ESS/o/V fit between the bottom chord and any other members. 6) Refer Q6(f to girder(s) for truss to truss connections. 7) Bearing at joint(s) 7 considers to Q - `� Q N IQ parallel grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity 5� Q (1ij of bearing surface. 2 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 192 Ib uplift at joint 14 and 265 Ib uplift at 7.. �'; Un1 v C -76428 joint Z ;10 9) This truss has been designed for a moving concentrated load of 250.O1b live and 4.Olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. EXP. 12/31/2016 f71 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard TgTFC .. OF p,11 April 25,2016 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111- 7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MilekO connectors. This design is based only upon parameters shown, and is for an individual building component. not /•{eR`L� 1 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall n• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the J -8- - fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312• Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 u Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 6-4 8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates t0 both Sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or X-bracing, is always required. See BCSI. Q/i6r 2. Tans bracing must be designed by an engineer. For truss individual lateral braces themselves 1 2 3 wide spacing, TOP CHORDS may require bracing, or o"emative T, I, or Eliminator bracing should be considered. T cr-2 c2a WEBS iso 4 3. Never exceed the design loading shown and never o stack materials on inadequately braced trusses. O �!> �y� t 0 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U sb = designer, erection supervisor, property owner and interested 01* plates 0-'Ag' from outside o- U oil other parties. edge of truss. 0 5. Cut members to bear tightly against each other. c7-8 C164 C-1-4 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the'g 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI I. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. ' Plate location details available in MITek 20/20 software Or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted, this design is not applicable for PLATE SIZE use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice � to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER-3907,9432A 14. Bottom chords require lateral bracing at 10 fl. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 15. Connections not shown are the responsibility of others. 16. Do not cut or ager truss member or plate without prior (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved approval of on engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. �� ® 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with - project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® isnot sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER rO PERFORM." ANSI/TPI 1 Quality Criteria. Installing 8, Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: M11-7473 rev. 10208 Job Truss ---[ Truss Type Qty Ply Waggoner 4-7-3 310.10 LOADING (psf) 847143781 WAGGONER ACT MONO SCISSOR 2 1 TCLL 20.0 Plates Increase 1.25 TC 1.00 Vert(LL) -0.09 9-10 >999 360 Job Reference o do al 1 .ID:ymisVWGM8OFwTmCdntYem9zFvt3-swMh1 mZcOpdCTw_p_9BBYGrFK9loKH2gfcxaZpzNYFK -2-9-15 I 4-7-3 I 8-513 14-2-10 19.9-4 2-9.15 4-7-3 &10.10 58-13 5-6-10 Scale = 1:45.8 _ • - e 9e F 7 2.12 12 Max Uplift All uplift 100 Ib or less at joint(s) 7 except 2=-119(LC 8), 8=146(1-C 8), 6=128(LC 8) Max Grav All reactions 250 Ib or less at joint(s) except 7=31 O(LC 25), 2=436(LC 1), 8=658(LC 1), 6=359(LC 24) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1005/0, 4-9=304/114 BOT CHORD 2-10=73/927, 9-10=-47/919 WEBS 3-10-107/706, 3-9-887/9 NOTES 1) Wind: ASCE 7-10; Vuit=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. ll; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSIrl-PI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7 except (jt=lb) 2=119 8=146.6=128. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 7, 6. 8) This truss has been designed for a moving concentrated load of 250.0Ib live and 4.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 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 + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-11=-60, 4-7=60 Trapezoidal Loads (plf) Vert: 2=7(F=7, B=7) -to -8=-170(F-75, 13=75) Q�pFESSIO)V 10 r° C 76428'AZ�� EXP. 12/31/2016 ^� TCIM �rF6 .cA11-1W April 25,2016 ANARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11 -7473 ,w 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not " F�eR a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ei building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the -- - - - - fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPil Quality CAterlo, DSR -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Citrus Heights. CA 95610 4-7-3 1 8.513 1 - 4-7-3 310.10 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 1.00 Vert(LL) -0.09 9-10 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.16 9-10 >629 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.19 Horz(TL) 6.01 . 8 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight: 52 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT,CHORD 2x4 OF No.2' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer " Installation guide. REACTIONS All bearings 0-3-0 except (jt=length) 2=0-8-8, 8=Mechanical. (lb) - Max Horz 2=162(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 7 except 2=-119(LC 8), 8=146(1-C 8), 6=128(LC 8) Max Grav All reactions 250 Ib or less at joint(s) except 7=31 O(LC 25), 2=436(LC 1), 8=658(LC 1), 6=359(LC 24) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1005/0, 4-9=304/114 BOT CHORD 2-10=73/927, 9-10=-47/919 WEBS 3-10-107/706, 3-9-887/9 NOTES 1) Wind: ASCE 7-10; Vuit=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. ll; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSIrl-PI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7 except (jt=lb) 2=119 8=146.6=128. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 7, 6. 8) This truss has been designed for a moving concentrated load of 250.0Ib live and 4.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 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 + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-11=-60, 4-7=60 Trapezoidal Loads (plf) Vert: 2=7(F=7, B=7) -to -8=-170(F-75, 13=75) Q�pFESSIO)V 10 r° C 76428'AZ�� EXP. 12/31/2016 ^� TCIM �rF6 .cA11-1W April 25,2016 ANARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11 -7473 ,w 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not " F�eR a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ei building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the -- - - - - fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPil Quality CAterlo, DSR -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Citrus Heights. CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. I6 4 8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drowings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSI.' 1/16" 2. Tans bracing must be designed by an engineer. For truss individual lateral braces themselves 1 2 3 wide spacing, TOP CHORDS may require bracing, or alternative T. 1, or Eliminator bracing should be considered. T CI -2 C23 _ WEBS 4 3. Never exceed the design looding,shown and never v stack materials on inadequately braced trusses. cp O �'� ; �y1 ; O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U sb . = designer, erection supervisor, property owner and plates 0 nG� from outside 3 U a all other interested parties. edge of truss. p 5. Cut members to bear tightly against each other. c7a cel ca -6 BOTTOM CHORDS 6. Place plates on each face of tens at each This symbol jndiCateS the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/fP1 1. ' Plate location details available in MiTek 20/20 SOttWar@ or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT, 9. Unless expressly noted, this design is not applicable for PLATE SIZE use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the A width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice B to X to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, 1 or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or after truss member or plate without prior Ono (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. B>•B>• ® 1 B. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Nil project engineer before use. Industry Standards: ANSI/TPI l : National Design Specification for Metal 19. Review all portions of this design (front, back. words pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction.and ® is not sufficient: DSB-89: Design Standard for Bracing. MiTek SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER ra PERFDRK!, ANSI/TPI 1 QuarityCriteda. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10208 • 7 r Job Truss Truss Type Qty Ply Waggoner LOADING (psf) SPACING 2-0-0 CSI DEFL in 847143782 WAGGONER ACG MONO SCISSOR 1 1 Vert(LL) -0.24 10-11 >940 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.89 Job Reference (optional) Endeavor Homes, Oroville, CA 95965 7.430 is Jul 25 2013 MiTek Industries, Inc. Sun Apr 24 07:37:30 2016 Page 1 I D: ym is WVGM8OFwTm CdntYem9zFvt3-K6w3E6aE971354Z?YjiQ4U 0 S4ZfA3d Kpu Gh76GzNY FJ 2-315 I 57-0 1 10-2-0 1 1430 19.7-7 i 2-315 4.7-0 4-7-0 4-10-7 Scale = 1:41.5 4x5 II n uh A 57.0 4-7-0 4-7-0 4-10-7 Plate Offsets (X,Y): 12:0-7-13.0-0-101. 13:0-2-8 0-3-01. 19:0-2-8 0-4-01. 1100-4-0 0-4-121 grip DOL=1.33 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.87 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Vert(LL) -0.24 10-11 >940 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.89 V Q " __JU C 76428 Z Vert(TL) -0.76 10-11 >299 240 connection shall be provided sufficient to support concentrated load(s) 11 Ib down and 63 Ib up at 2-1 D-4, BCLL 0.0 Rep Stress Incr NO WB 0.63 78 Ib down and 82 Ib up at 8-6-2, and 146 Ib down and 116 Ib up at 11-4-1, and 146 Ib down and 116 Ib up at 11-4-1 on top chord, Horz(TL) 0.09 8 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) "F�FCAl-W design/selection of such connection device(s) is the responsibility of others. Weight: 109 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 . TOP CHORD Structural wood sheathing directly applied or 2-1-14 oc purlins, except BOT CHORD 2x6 DF No. 18Btr `Except` end verticals. 8-9: 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 8-3-8 oc bracing. WEB_ S 2x4, DF No.2 `Except' WEBS 1 Row at midpt 5-8 6-8: 2x4 DF No.188tr G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation guide. REACTIONS (Ib/size) 8=2339/Mechanical, 2=1549/0-8-8 (min. 0-1-10) Max Horz 2=206(LC 5) Max Upli1118=472(LC 8), 2=-340(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5580/881, 3-4=5361/1015, 4-5=-3501/706, 6-8=-293/38 BOT CHORD 2-11=960/5243, 10-11=-978/5302, 9-10=-1034/5235,8-9=-663/3358 WEBS 3-10=554/11, 4-10=0/631, 4-9=1892/378,5-9=-313/1843, 5-8=3282/688 NOTES 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. QF ESS101V 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Q� 9r! O F 7) Provide metal plate or equivalent at bearing(s) 8 to support \(QNIQ L, 4, "Q 2Ci reaction shown. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 8=472, -- F 2=340. 9) This truss has been designed for a moving concentrated load of 250.01b live and 4.01b dead located at all mid panels and at all panel V Q " __JU C 76428 Z points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) Hanger(s) or other device(s) Q Q 12/31/2 connection shall be provided sufficient to support concentrated load(s) 11 Ib down and 63 Ib up at 2-1 D-4, y EXP. 6 11 Ib down and 63 Ib up at 2-10-4, 3 Ib down and 47 Ib up at 5-8-3, 3 Ib down and 47 Ib up at 5-8-3, 78 Ib down and 82 Ib up at 8-0-2, 78 Ib down and 82 Ib up at 8-6-2, and 146 Ib down and 116 Ib up at 11-4-1, and 146 Ib down and 116 Ib up at 11-4-1 on top chord, and 12 Ib up at 2-10-4, 12 Ib up at 2-10-4, 34 Ib down and 4 Ib up at 58-3, 34 Ib down and 4 Ib up at 5-8-3, 74 Ib down at 8-6-2, 74 Ib down at 8-6-2, 114 Ib down 11-4-1, 114 Ib at down at 11-4-1, 344 Ib down and 85 Ib up at 14-2-0, 344 Ib down and 85 Ib up at 14-2-0, and 427 Ib down and 103 Ib up at 16-11-15, and 427 Ib down and 103 Ib up at 16-11-15 on bottom chord. The "F�FCAl-W design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Gnril R Jr11 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev, 1010312015 BEFORE USE. Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall e building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - - - -- fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Ouclity Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Citrus Heights. CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. I6 4 5 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions ore in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSI. T n �' /16 2. Truss bracing must be designed by an engineer. For truss individual lateral braces themselves 1 2 3 wide spacing, TOP CHORDS may require bracing, or alternative T, I, or Eliminator bracing should be considered. cr-2 c2a WEBS cs, 4 3. Never exceed the design looding,shown and never o stack materials on inadequately braced trusses. O ; �y� 3 O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U >b = designer, erection supervisor, property owner and plates 0 -'Ag' from outside 0- �' u U all other interested parties. edge of truss. a_ 5. Cut members to bear tightly against each other. ,- cra c6,7 cs-6 O BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the' 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available In MITek 20/20 8. Unless otherwise noted, moisture content of lumber SOttWaf@ Or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shag not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted. this design is not applicable for PLATE SIZE use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to x to slots. Second dimension is camber for dead bad deflection. the length parallel to Slots. 11. Plate type, sae, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects. equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. If Indicated. 95110, 84-32, 96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior <��F6 (supports) occur. Icons vary but © 2006 MiTekO All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. �� ® 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards:- ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back. words and piuf before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® cie nt. is not sufficie DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER rO PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev, 10-'08 Job Truss , Truss Type Qly Ply er ' 847143782 FJ0bRe WAGGONER ACG MONO SCISSOR 1 1 � erence o t'o a Endeavor Homes, Oroville, CA 95965 7.430 s Jul 25 2013 MITek Industries, Inc. Sun Apr 24 07:37:30 2016 Page 2 I D: ym isWV GM8OFwTm CdntYem9zFvt3-K6w3E6aE971354Z?Yj i Q4U 0 S4ZfA3d KpuGh76GzNY FJ LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-60, 6-7=-20, 2-8=-20 Concentrated Loads (lb) Vert: 3=6(F=3, B=3) 11=34(F=17, B=17) 12=47(F=23, B=23) 14=157(F=78, 8=78) 15=291(F=146, B=-146) 18=2(F=1, B=1) 20=74(F=37, B=-37) 21=114(F=57, 8=57) 23=-689(F=-344, B=344) 24=-854(F=-427, 8=-427) 46. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE. " Design valid for use only with M7eM connectors. This design is based only upon parameters shown, and is for an individual building component, not o truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Y building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I e is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the -- - - i fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/IPI) Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Informotlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 F r 46. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE. " Design valid for use only with M7eM connectors. This design is based only upon parameters shown, and is for an individual building component, not o truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Y building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I e is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the -- - - i fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/IPI) Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Informotlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 6 4 8 dimensions shown in ft4rt-sixteenths Damage or Personal Injury Dimensions are in It-in-sixteenths.(Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, 6 otways required. See SCSI. 2. Truss bracing must be designed by an engineer. For truss individual lateral braces ihemselves 2 3 wide spacing, TOP CHORDS may require bracing, or alternative T, I, or Eliminator bracing should be considered. cr-z cza — WEBS ca, 4 3. Never exceed the design looding,shown and never o stack materials on inadequately braced trusses. O �•� ; dim ; w 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate U >b y = property interested plates 0 -'Ad' from outside a u U oil other parties. edge Of truss. 5. Cut members to bear lightly against each other. c7-8 cel C -1-6p BOTTOM CHORDS 6. Place plates on each face of tens at each This symbol indicates the' 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI I. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. Plate location details available in MITek 20/20 software Of upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted, this design is not applicable for PLATE SIZE use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice a to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate, type, sae, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or after truss member or plate without prior (supports) occur. Icons vary but C 2006 MiTekO All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. �� ® 18. Use of green or treated lumber may pose unacceptable environmental, heotih or performance risks. Consult with ME project engineer before use. Industry Standards: ANSI/TPIi : National Design Specification for Metal 19. Review all portions of this design )hart, back, words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® is not sucient. sufficient. DSB-89: Design Standard for Bracing. MiTek SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER r0- PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10-'08 Job Truss Truss Type Qty Ply Waggoner 3-4-0 34-0 3-40 34-0 311-15 - R47143783 WAGGONER AG1 SCISSORS 7, - 1 A CSI DEFL in (loc) I/defl Ud PLATES GRIP Y ob Refere ce o tional Ivor Homes, Oroville. CA 95965 7.430 s Jul 25 2013 MiTek Industries, Inc. Sun Apr 24 07:37:32 2016 Page 1 ID:ymisWV GM8OFwTmCdntYem9zFvt3-GV2gfobUhk?nKOj Nf8lu9vTpkN LhXT16LaAEA8zNYFH r 311-15 7-3.15 } 10.8-0 I 14.60 1 1 20-8-1 24-41 I 28-0-0 13 311-15 3.40 340 3-4-0 34-0 3-4-0 3-4-0 311-15 2_'0 Scale= 1:50.1 5.6 II 3-11-1s 7 -3 -is 1x9-0 14-ao 17-4-0 zo-a-1 z4 -a1 z8-ao 311-15 3-4-0 340 3-4-0 34-0 3-40 34-0 311-15 Plate Offsets (X.Y): [8:0-2-8.0-3-01, (14:0-5-11.0-4-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.80 Vert(LL) -0.37 14-15 >901 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.90 14-15 >366 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.88 Horz(TL) 0.59 9 n/a n/a BCDL 10.0 Code IBC2012ITP12007 (Matrix) Weight:.604 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr *Except* TOP CHORD Structural wood sheathing directly applied or 5-0-0 cc purlins. 8-10: 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. BOT CHORD 2x6 DF SS 'Except' 9-14: 2x6 DF No.1&Btr WEBS 2x4 DF No.2 REACTIONS(Ib/size) 1=9486/0-5-8 (min. 0-2-7),9=5217/0-5-8 (min. 0-1-8) Max Horz 1=133(LC 6) Max Uplift I=11655(LC 8), 9=1030(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-27976/4932, 2-3=27484/4903, 3-4=23687/4306, 4-5=194633611, 5-6=-19463/3611, 6-7=-19727/3636, 7-8=-19820/3626, 8-9=1765313160 BOT CHORD 1-17=-4391/25358,16-17=-4451/25696, i5-16=-4434125618,14-15--3794/21860, 13-14=3166/18143, 12-13=3214/18276, 11-12=2825/16162, 9-11=2764/15885 WEBS 514=-3128/17023, 6-14=-544/72, 6-13=0/342, 7-13=-474/94, 7-12=264/195, 8-12=449/2189, 8-11=839/218, 4-14=-4312/762, 4-15=637/3922, 3-15=3637/624, 3-16=363/2472, 2-16=304/120, 2-17=149/874 NOTES 1) 4 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 cc. Bottom Chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 cc. Webs connected as follows: 2x4 - 2 rows staggered at 04-0 cc, Except member 14-6 2x4 - 1 row at 0-9-0 cc, member 6-13 2x4 - 1 row at 0-9-0 cc, member 13-7 2x4 - 1 row at 0-9-0 cc, member 7-12 2x4 - 1 row at 0-9-0 cc, member 12-8 2x4 - 1 row at 0-9-0 cc, member Q��FESSIONgI 8-11 2x4 - 1 row at 0-9-0 cc, member 14-4 2x4 - 1 row at 0-9-0 cc, member 4-15 2x.4 - 1 row at 0-9-0 cc, member 153 2x4 - 1 row at 0-9-0 cc, member 3-16 2x4 - 1 row at 0-9-0 cc, member 16-2 2x4 - 1 row at D-9-0 cc, member 2-17 2x4 - 1 row at 0-4-0 cc. Q P` O N 10 L� 4*, Attach TC w/ 1/2" diam. bolts (ASTM A-307) in the center of the memberw/washers at 4-0.0 cc. \ '7 Attach BC w/ 1/2" diam. bolts (ASTM A-307) in the center of the member w/washers at 4-0-0 cc. Z' 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. Pty to ply�� 2m connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. J U C 76428 7 3) Unbalanced roof live loads have been considered for this design. � 4) Wind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; EXP. 12/31_/2016 T Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate *• grip DOL=1.33 5) All plates are 3x4 MT20 unless otherwise indicated. C1V1� \P 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.Opsf on the bottom Chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will QFC fit between the bottom chord and any other members. 8) Bearing at joint(s) 1, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify April 25,2016 [ Dii�AAtX9fipg surface. QWARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTekS connectors. This design Is based only upon parameters shown and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall 8 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the -- --- - fabrication,- storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPI) Oualfly Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hel Ms CA 95610 Symbols . Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property ' 3/4 Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of tRJSs 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or X -bracing, is alwbys required. See BCSI. " Q x/16 2. Truss bracing Must be designed by an engineer. For truss individual lateral braces themselves 1 2 3 wide spacing, TOP CHORDS may require bracing, or alternative T, I, or Eliminator bracing should be considered. T a-2 C2-3 - WEBS 4 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. O 1: �y� 3 O 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate y U >b = property interested plates 0 -'Ad' from outside a- �' u Uall ocher parties. edge of truss. 0 s- 5. Cut members to bear tightly against each other. cry C6-7 c5-6 O ~ BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. Plate location details available In MITek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted, this design is not applicable for PLATE SIZE use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Comber is a non-structural consideration and is the width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice a to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must. be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 H. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved approval of on engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. �� ® 18. Use of green or treated lumber may pose unacceptable — � environmental, health or performance risks. Consult with project engineer'before use. Industry Standards: _ -- ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (host, back. words and pictures) use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® fficiebefore isnot sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling. POWER ro PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10-'08 - Truss Truss Type Oty Ply goner Pb 847163783 Fio'b AGGONER AG1 SCISSORS •/ .. 1 A Y Refe ante Endeavor Homes, Oroville, CA 95965 7.430 s Jul 25 2013 MiTek Industries. Inc. Sun Apr 24 07:37:32 2016 Page 2 I D: ym i sWV GM8O FwTm CdnlYem9zFvt3-C,V2gfobU hk?nKOj Nf8lu9vTpkN LhXT16 LaAEA8zNYF H NOTES 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 1=1655, 9=1030. 10) This truss has been designed for a moving concentrated load of 250.Olb live and 4.Olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1096 Ib down and 169 Ib up at D•2-12, 1080 Ib down and 189 Ib up at 1-11-4, 1080 Ib down and 188 Ib up at 3-11-4, 1080 Ib down and 187 Ib up at 5-11-4, 1080 Ib down and 185 Ib up at 7-11-4, 1080 Ib down and 187 Ib up at 9-11-4, and 1080 Ib down and 212 Ib up at 11-11-4, and 4792 Ib down and 1023 Ib up at 14-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=60, 5-10=60, 1-14=-20, 9-14=20 Concentrated Loads (lb) Vert: 1=1096(F) 14=4792(F)17=1080(F)26=-1080(F) 27=1080(P)28=11080(F)30=1080(F)31=-1080(F) . r (optional) WARNING -Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. ^ Design valid for use only with -MiTek® connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing -- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the -I -8- fabrication• storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Heights. CA 95610 r r WARNING -Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. ^ Design valid for use only with -MiTek® connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing -- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the -I -8- fabrication• storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Heights. CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. I6 4 8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or X -bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For 2 3 wide truss spacing, individual lateral braces themselves TOP CHORDS may require bracing, or alternative T, I, or Eliminator should be considered. T1 ibracing i ci-2 c 2a WEBS �z, 4 3. Never exceed the design looding,shown and never o stack materials on inadequately braced trusses. O �•> ; ��m ; O m: 4, Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, IOCOte sb = property interested plates 0 -'ad' from outside a �' u U all other parties. edge Of truss.- p 5. Cut members to bear tightly against each other. C2� cd� cs� BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the' 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. Plate location details available In MiTek 20/20 SOt1War0 Or Upon request. 8. Unless otherwise nosed, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the A width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice ls to X to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -131 1, ESR -1352, ER -5243, 96048, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings .15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior 01:6 (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved approval of an engineer. reaction section indicates joint � � ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable _ - environmental, health or performance risks. Consult with project engineer before use. . Industry Standards: w.,.�--�� — '- ANSI/TPI1: National Design Specification for Metal 19. Review to portions or this design ing pi bock. words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® isnot sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER rO PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10•'08 : X 1'r Job Truss Truss Type ply Ply Waggoner 1.25 TCDL 10.0 Lumber Increase 1.25 847143784 WAGGONER AG2 SCISSORS i 1 Code IBC2012/TP12007 Job Reference (ocitional d r Hames, Orovllle, CA 95965 7.430 s Jul 25 2013 MITek Industries, Inc. Sun Apr 24 07:37:33 2018 Page 1 ID:ymisW VGM8OFwTmCdntYem9zFvt3-khcCs8c7S27eyYlaDrG7i6071 mePG2_FaEwojazNYFG 9{r10 I 14-0.0 18.5.6 I 22-10.11 28.0-0 I 30-0-0 i 11-5 4.56 456 4-56 45-6 5.1.5 2-0-0 Scale = 1:50.8 4x4 = 1 5:1-5i 96.10 1 14.0-0 + 18-56 I 22-10-11 28-0-0 51-5 456 4-56 4-5-6 LOADING (psf)SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 . Code IBC2012/TP12007 LUMBER TOP CHORD 2x4 OF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 CSIDEFL in (loc) I/deft L/d TC 0.76 Vert(LL) -0.25 11 >999 360 BC 0.98 Vert(TL) -0.6311-12 >522 240 WB 0.32 Horz(TL) 0.47 7 n/a n/a (Matrix) REACTIONS (Ib/size) 1=1096/Mechanical, 7=1241/0-5-8 (min. 0-1-8) Max Horz 1=133(LC 6) Max Uplift 1=169(LC 8), 7=-257(LC 8) PLATES GRIP MT20 220/195 Weight: 122 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 2-10-11 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 stallation FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3596/493, 2-3=3073/403, 3-4=2395/294, 4-5=2395/294, 5-6=3051/389, 6-7=-3501/422 BOT CHORD 1-13=363/3207, 12-13=-362/3210,11-12=213/2790, 10-11=201/2773, 9-10=295/3114, 7-9=-288/3108 WEBS 4-11=-160/1813, 5-11=647/158, 5-10=0/391, 6-10=531!91, 6-9=0/329, 3-11=-664/171, 3-12=-10/396, 2-12=564/144, 2-13=0/332 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 7 considers parallel to grain value using ANSIIrPI 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 100 Ib uplift at joint(s) except Qt=1b) 1=169, 7=257. 8) This truss has been designed for a moving concentrated load of 250.Olb live and 4.OIb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard �ZrOC 428 Z� — *�y EXP. 12/31/2016,,^71* II of April 25,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111111 -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing '- e Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the -- - - fabrication, storage, delivery, erection and bracing of trusses and truss systema, see ANSI/1P11 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus Hei Ms CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 6 4 8 dimensions shown in ft4n-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x-bracing, is always required. See BCSL 2. Tans bracing must be designed by an engineer. For lateral braces themselves 2 3 wide tnra spacing, individual TOP CHORDS may require bracing, or alternative T, I, or Efiminator bracing should be considered. T I I C1-2 c7a WEBS �a, 4 3. Never exceed the design loading shown and never o stack materials on inadequately braced trusses. 0 O O 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate O vy = 3 property interested plates 0- ina� from outside a_ v all other parties. edge Of truss. a0 5. Cut members to bear tightly against each other. c7-e C&7 cs-s BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. ' Plate location details avollable In MITek 20/20 SOtlWare Or UpOD request. Unless otherwise noted. moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE JOINTS shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 96048, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER-3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2006 MiTekO All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. F. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable ffd- environmental, health or performance risks. Consult with _ — project engineer before use. Industry Standards:- - ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design back. words ng pictures alone and pictures) before use. Reviewing Plate Connected Wood Truss Construction. ® is not sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER ra PERFORM." ANSI/TPI 1 Quality Criteria. Installing 8, Bracing of Metal Plate Connected Wood Trusses. M7ek Engineering Reference Sheet: Mll-7473 rev. 10-'08 f I. ' Job Truss Truss Type Oty Ply Waggoner DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 847143785 WAGGONER AG3 r SPECIAL f. 1 Z Job Reference (optional or nomes, urovuie, uA ebsbb 7.430 s Jul 25 2013 MITek Industries, Inc. Sun Apr 24 07:37:34 2016 Page 1 ID:ymisWV GMBOFwTmCdntYem9zFvt3-CtAa4UdIDLFVZhtmnZnMFKYA5A1 A?PLPpufLF 1 zNYFF d-8-1 66•s 4$-1 o--8 4-5� 4-Sfi 5.1-5 - i 2-0-0 Scale = 1:53.3 3x4 11 4x6 = I 3x5 = 6x12 MT18H = 8x10 15 16 ° 17 18 4 14-2-0 14-i-0 4-8-1 465 4.8.1 0. 436 0.1-0 Plate Offsets (X,Y): f4:0-6-0 0-2-01. f6:0-2-8,0-3-01. f7.0-4-13 0.0-151 f 11'0-5-0 0-0-21 1) 2 -ply truss to be connected together with 10d (0.131^x3") nails as follows: LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.74 Vert(LL) -0.31 10-11 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.76 10-11 >435 240 MT18H 220/195 BCLL 0.0 " Rep Stress Incr NO WB 0.76 Horz(TL) 0.33 7 n/a n/a M18SHS 220/195 BCDL 10.0 Code IBC2012rrP12007 (Matrix) 9) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity EXP.nl Weight: 317 Ib . FT = 20% LUMBER BRACING 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at=lb) TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-10 oc purlins, except BOT CHORD 2x6 DF No.1&Btr end verticals, and 2-0.0 oc purlins (4-1-9 max.): 1-4. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 14=4812/Mechanical, 7=3416/0-5-8 (min. D-1-12) 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Max Horz 14=-211(LC 4) r Max Uplift 14=1023(LC 4), 7=729(1-C.8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 11-114=312/67.2-3=5622/1158, 3-4=9207/1869, 4-5=-11875/2336, 5-6=12301/2383, 6.7=-11868/2225 BOTCHORD 13-14=-997/5622, 12-13=-1710/9207, 11-12=1945/10739, 10-11=2042/11337, 9-10=11954/110824,7-9=1927/10724 WEBS 2-14=-6949/1451, 2-13=756/3996, 3-13=4528/901, 3-12=-443/2482, 4-12=1879/350, 5-10=0/288.6-10=-404/518, 6-9=-271/140, 4-11=-1151/6121, 5-11=649/115 NOTES 1) 2 -ply truss to be connected together with 10d (0.131^x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 11-4 2x4 - 1 row at 0-3-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 FESSIQ 1V 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. Q�Q O N �O �' 6) This truss has , �O P�` 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.Opsf on the bottom in chord all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other C 76428 members. J V 8) Refer to girder(s) for truss to truss connections. cr 0 9) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity EXP.nl of bearing surface. .12/31/2016 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at=lb) 14=1023,7=729. 11) This truss has been designed for a moving concentrated load of 250.O1b live and 4.0Ib dead located at all mid panels and at all panel !,9 points along the Top Chord and Bottom Chord, nonconcurrenl with any other live loads. �FQFCAI 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Confiniie April 25,2016 AWARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/1015 BEFORE USE. Design valid for use only with M1ek® connectors. This design is based only upon parameters shown, and is loran individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - -- -- - - fabrication, storage, delivery, erection and bracing of trusses and buss systems, see ANSI/rPl1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Hei hts CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ff-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is otways required. See BCSI. 2. Truss bracing must be designed by an engineer. For 2 3 wide truss spacing, Individual lateral braces themselves TOP CHORDS may require bracing, or alternative 7, I, or Eliminator bracing should be considered. T 1 1 ci-s cz3 WEBS 4 3. Never exceed the design loading shown and never 0 , stack materials on inadequately braced trusses. O �•� 3 �y� 3 O 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate U eb = property interested plates 0 -'Ad' from outside o Ua0 other parties. edge of truss. o_ 5. Cut members to bear tightly against each other. c» C6-7cs" O BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the' 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI I. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/IPI 1. *Plate location details available in MiTek 20/20 software Or Upon request. 8. Unless otherwise nosed, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shag not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports:12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -131 1, ESR -1352, ER -5243, 96048, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. If Indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved 15. Connections not shown ore the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. � � ® 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult withproject ME engineer before use. Industry Standards: ANSI/TPI l : National Design Specification for Metal 19. Review all portions of this design (front, back. words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® is not sucient. sufficient. DSB-89: Design Standard for Bracing. MiTek SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM." ANSI/TPI 1 Quogty Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MIb7473 rev. 10208 '- tF Job Truss Truss Type Dry Ply Waggoner 847143785 WAGGONER AG3 SPECIAL ' 1 _ 2 Job Refe encs (optional) i' Endeavor Homes, Oroville, CA 95965 7.430 s Jul 25 2013 MITek Industries, Inc. Sun Apr 24 07:37:34 2016 Page 2 ID:ymisWVGM80FwTmCdntYem9zFvt3-CtAa4UdIDLFVZhtmnZnMFKYA5A1 A7PLPpufLF 1 zNYFF NOTES 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 509 Ib down and 123 Ib up at 1-11-4, 509 Ib down and 123 Ib up at 3-11-4, 509 Ib down and 123 Ib up at 5-11-4, 509 Ib down and 123 Ib up at 7-11-4, 509 Ib down and 123 Ib up at 9-11-4, and 509 Ib down and 123 Ib up at 11-11-4, and 2828 Ib down and 615 Ib up at 14-0-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=60, 4-8=-60, 11-14=-20, 7-11=20 Concentrated Loads (lb) Vert: 11=2828(8) 22=-509(B) 24=-509(B) 25=-509(B) 27=509(8) 28=509(8) 30=-509(8) QWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473v: 11.7477 re10/0312015 BEFORE USE. Design valid for use only with MlTekm connectors. This design is based any upon parameters shoe n. and is for an individual building component, not a truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse vAth possible personal injury and property damage. For general guidance regarding the - - -� -0- fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI BuBding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Citrus Heights. CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/;Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. �� (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is ahvays required. See BCSI. T n -1/, /16 2. Tans bracing must be designed by an engineer. For truss individual lateral braces themselves 1 2 3 TOP CHORDS wide spacing, may require bracing, or alternative T, I, or Eliminator bracing should be considered. c -s C2 -3T WEBS czo 4 3. Never exceed the design loading.shown and never stack materials on inadequately braced trusses. O c5i �•> ; gym 3 O 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate U eb = property interested plates 0 -'Ag' from outside a �' U all other parties. edge Of tn155. p 5. Cut members to bear tightly against each other. c7a cel C-1-6 ~ BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the' 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes tenses will be suitably protected from the environment in accord with ANSI/TPI I. ' Plate location details available In MITek 20/20 software Or upon request. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE JOINTS shag not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted, this design is not applicable for PLATE SIZE use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice ls to x to slots. Second dimension IS camber for dead load deflection. the length parallel to slots. 11. Plate type, sae, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are nnrnmum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and sae, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 15. Connections not shown ore the responsibility of others. 16. Do not cut or alter truss member or plate without prior 01:6 (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. �� ® 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: _ -- ANSI/TPI l : National Design Specification for Metal 19. Review all parties of this design (front, back, words and pictures] before use. Reviewing pictures alone Plate Connected Wood Truss Construction. O isnot sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER rO PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10-108 :' I 1 r, Job Truss Truss Type Qty PlyWaggoner Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 R47143786 WAGGONER AM CAL HIP 1 1 Code IBC2012/TPI2007 Job Reference (optional) I.— —eo —a rnausmes, mc. sun Npr- u-- zuio nage i 10:ymisWV GM80FwTmCdntYem9zFvt3-9GIKV9f?IzVCp?19u_pgK[eVO_jpTPsiGC8SJvzNYFD -2-0-0 57-4 511-11 59-10 1 O 18.28 22-0.5 22 12 28-0-0 30.0.0 2.0-0 5.7-4 0-4- 3.515 4-28 428 3515 0-4- 57-4 2.0.0. Scale = 1:55.3 6x10 = 6x10 = 1.5x4 II 5x6 = 1.5x4 II �n O1 ...- - -- -- 3x6 II __ 4x12 = VV 8x8 = 4x12 = W W J•3x8 II JV J' rV .w 57-4 5510 i— _ 14-0-0 18-28 22-24-12 28-0-0 57-4 24-2-8 24-28 4-2-8 4-28 i 57-4 ' - - Plate Offsets (X,Y): f2:0-4-0.0-1-151. f3:0-0-0.0-0-01. (5:0-4-0.0-3-01. 17:0-0-0.0-0-01. re:0-4-0.0-1-151 N 2 0 4 0 0 5 01 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code IBC2012/TPI2007 LUMBER TOP CHORD 2x4 OF No.2 BOT CHORD 2x8 OF No.2 G WEBS 2x4 OF No.2 CSI DEFL in (loc) I/defl TC 0.82 Vert(LL) -0.24 12 >999 BC 0.81 Vert(TL) -0.72 12 >456 WB 0.38 Horz(TL) 0.12 8 n/a (Matrix) BRACING TOP CHORD BOTCHORD REACTIONS (Ib/size) 2=2110/0-5-8 (min. 0-24), 8=2110/0-5-8 (min. 0-2-4) Max Horz 2=65(LC 6) Max Uplift 2=499([-C 8), 8=-499(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3916/854, 3-4=5163/1235, 4-5=-5151/1230, 5-6=5151/1230, 6-7=5163/1235, 7-8=-3916/854 BOT CHORD 2-14=-676/3441, 13-14=-680/3431,12-13=1304/5861, 11-12=-1304/5861, 10-11=684/3431, 8-10=681/3441 WEBS 3-14=0/464, 3-13=538/2123, 4-13=702/291, 5-13=857/220, 5-12/466, 5-11=857/220, 6-11=-702/291, 7-11=-538/2123, 7-10=0/464 Ud PLATES GRIP 360 MT20 220/195 240 n/a Weight: 167 Ib FT = 20% Structural wood sheathing directly applied or 2-11-7 oc purlins, except 2-0-0 oc purlins (2-3-12 max.): 3-7. Rigid ceiling directly applied or 7-10-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. NOTES . 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=11 Omph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=499, 8=499. 8) This truss has been designed for a moving concentrated load of 250.01b live and 4.Olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9) Graphical purlin representation does not depict the size or the orientation of the purtin along the top and/or bottom chord. - Q ofESSIOiyq� �40 Powo yF4�"�2 Qj -cp S C 76428 z \y EXP. '1 iii A.� _:1 / ,, - r•1FJ111 LJ,LV 10 QWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7479 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown and Is for an individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall • building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property dcmage. For general guidance regarding the Ne- - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus Hel Ms CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x-bracing, is always required. See BCSI. T 2. Truss bracing must be designed by an engineer. For 0' /16-- 1 2 3 wide truss spacing, individual lateral braces themselves TOP CHORDS may require bracing• or alternative T, I, or Eliminator bracing should be considered. T T T cr-s cza WEBS ca, 4 3. Never exceed the design loading shown and never o stack materials on inadequately braced trusses. cp O �'> ; �y� 3 0 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, IOCafe U >b = property interested plates 0-'A6' from outside CL �' v CJ all other parties. edge of truss. 0 0- 5. Cut members to bear tightly against each other. c7a cd7 C11-6 00 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indjcotes the' 8 7 b 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI I. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available In MiTek 20/20 SOttWar@ O� upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with vire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice ls to x to slots. Second dimension is comber for dead bad deflection. the length parallel to slots. 11. Plate type, sae. orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12. Lumber used shall be of the species and size, and in oil respects, equal to or better than that Indicated by symbol shown and/or ESR-131 1, ESR-1352, ER-5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T. I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER-3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved approval of on engineer. reaction section indicates joint �� ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable - environmental, health or performance risks. Consult with - — project engineer before use. Industry Standards: - ANSI/TPI1: National Design Specification for Metal 19. Review portions of this design fro, back, words A m and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® is not sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER rQ PERFORM.`" ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheei: MII-7473 rev. 10-'08 Ile Job Truss Truss Type Qty Ply Waggoner 4� 847143786 WAGGONER AH1 CAL. HIP :1 - ' 1 1 Job Re e e ce o do al s — Lo -u mi 1 eK ino—nes, mc. aun ,vpr [a uracao zero rage ID:ymisVV1/GM8OFwTmCdntYem9zFvt3-9GI KV9PIzVCp719u_1gKleVOJpTPsiGC8SJvzNYFD NOTES 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 127 Ib down and 150 Ib up at 5-8-11, 78 Ib down and 81 Ib up at 6-0-12, 79 Ib down and 131 Ib up at 8-0-12, 139 Ib down and 160 Ib up at 10-0-12, 139 Ib down and 162 Ib up at 12-0-12, 139 Ib down and 162 Ib up at 14-0-0, 139 Ib down and 162 Ib up at 15-11-4, 139 Ib down and 160 Ib up at 17-11-4, 79 Ib down and 131 Ib up at 19-11-4, and 78 Ib down and 81 Ib up at 21-11-4, and 127 Ib down and 150 Ib up at 22-3-5 on top chord, and 78 Ib down at 2-0-12, 74 Ib down at 4-0-12, 74 Ib down at 6-0-12, 74 Ib down at 8-0.12, 74 Ib down at 10-0-12, 74 Ib down at 12-0-12, 74 Ib down at 14-0-0, 74 Ib down at 15-11-4, 74 Ib down at 17-11-4, 74 Ib down at 19-11-4. 74 Ib down at 21-11-4, and 74 Ib down at 23-11-4, and 78 Ib down at 25.11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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 + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=60, 3-7=-60, 7-9=-60, 2-8=20 Concentrated Loads (lb) Vert: 3=127 13=37(8) 4=139 5=-139 12=-37(B) 6=139 11=37(61) 7=-127 16=78(B) 18=79 20=139 21=-139 23=79 25=78(13) 27=-39(B) 29=-37(B) 30=-37(B) 32=37(B) 33=37(B) 34=-37(B) 35=37(61) 37=37(61) 38=37(13) 40=39(13) 1 QWARMNG - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NY -74T3 rev. 1010312015 BEFORE USE. Design valid for use only vdth M7ek'V connectors. This design is based only upon parameters shov`n, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Me - - fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/1PI1 Guality Critedo, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Suite 109 Citrus Heights, CA 95610 4� QWARMNG - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NY -74T3 rev. 1010312015 BEFORE USE. Design valid for use only vdth M7ek'V connectors. This design is based only upon parameters shov`n, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Me - - fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/1PI1 Guality Critedo, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Suite 109 Citrus Heights, CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3 ' Center plate on joint unless x, y /4 offsets are indicated. I6 4 8 dimensions shown in ti -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides Of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSI. 04,11 6' 2. Tans bracing Must be designed by an engineer. For tnra individual lateral braces thernselves 1 2 3 wide spacing, TOP CHORDS may require bracing, or allemative T. I, or Eliminator bracing should be considered. c1-2 C2 -3T WEBS 4 3. Never exceed the design looding,shown and never o stack materials on inadequately braced trusses. Q �'� 3� 3 O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U T: designer, erection supervisor, property owner and plates ()-'Ag' from outside a U all other interested parties. edge of truss. 0 CL 5. Cut members to bear tightly against each other. c7.8 c6-7 c5-6 0 ~ BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the'8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI I. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. ' Plate location details available in MfTek 20/20 software Or upon request. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE JOINTS shag not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted, this design is not applicable for PLATE SIZE use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, sae, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects. equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior (supports) occur. Icons vary but © 2006 MiTekO All Rights Reserved approval of on engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of design ( back, words and pictures) before use. Reviewinngg pictures alone Plate Connected Wood Truss Construction. ® isnot sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling. POWER rD PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. M1ek Engineering Reference Sheet: Mll-7473 rev. 10208 r Job Truss Truss Type QtyPly Plate Offsets (X.Y): 112:0-2-8.0-3-41 Wge LOADING (psf) SPACING 2-0-0 CSI DEFL R47143787 ToagiReferrence, WAGGONER AH2 CAL HIP 1 1 -0.16 12-13 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.88 Vert(TL) (optional) s dm za 4. 1s mi 1 es mausmes, inc. bun Apr za u""t zuio rage i I D: ym i sVW GM80 FwTm C dntYem9zFvt3-d Sd iVfd WGd3Q9cLSh K3syAgs02uC pOrV su?sMzNYFC -2-0-0 3.11-5 7-7-4 7- 111 14-0.0 20-0-5 2 12 24-0-11 28.02 3D-0-0 2-0.0 3-11-5 3.7-15 0.4- 6-0-5 6.45 44- 3.7-15 311-5 2.0.0 . Scale = 1:54.4 5x5 i 3x8 = 5x5 1.5x4 II 3x8 = 5x5 = 3x8 = 1.5x4 II r 3-11-5 7-7-4 1 14-40 1 244-12 24411 2&40 3.11.5 3-7-15 6-412 i 6-4-12 3.7-15 311-5 Plate Offsets (X.Y): 112:0-2-8.0-3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.77 Vert(LL) -0.16 12-13 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.88 Vert(TL) -0.33 11-12 >988 240 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.09 8 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 134 Ib FT = 206% -LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-13 oc purlins, except BOT CHORD 2x4 DF No.2 2-0-0 oc purlins (3-8-6 max.): 4-6. WEBS 2x4 DF No.2 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 (Ib/size) 2=1235/0-5-6 (min. 0-1-8),8=123510-5-8 (min. D-1-8) Max Harz 2=82(LC 6) Max Uplift2=253(LC 8), 8=-253(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1972/262, 3-4=1778/287, 4-5=1601/282, 5-6=-1601/282, 6-7=1778/287, 7-8=-1972/262 BOT CHORD 2-14=-144/1676, 113-114=144/11676.12-113=205/2071, 11-12=205/2071, 10-11=-144/1676, 8-10=144/1676 WEBS 3-14=21/299, 3-13=317/26, 4-13=12/481, 5-13=-618/87, 5-12=0/384, 5.11=618/87, 6-11=12/481, 7-11=317/26, 7-10=-21/299 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=28ft; eave=oft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.F ESSI 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Q�OO/`/qC, fit between the bottom chord and any other members. Q �(ONI'O 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 2=253, 8=253. CD - 7) This truss has been designed for a moving concentrated load of 250.0Ib live and 4.01b dead located of all mid panels and at all panel U Q C 7642 points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. . I Z 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.0 ay LOAD CASEEXP. 12/31/2016S) Standard *, *- CIV1\ � FOFCA1. ' April 25,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010MOl S BEFORE USE. Design valid for use only with MIT&D connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters cnd property incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I -0- is ahvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the -- - - fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Citrus Heights. CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/a Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft4n-sixteenths Damage or Personal Injury Dimensions are in ff-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSI. 2. Tans bracing must be designed by an engineer. For truss Individual lateral braces themselves 2 3 wide spacing, TOP CHORDS may require bracing, or ohemaiive T, 1, or Eliminator should be considered. c1-2 C2-3bracing WEBS cso 4 3. Never exceed the design loading shown and never 0 stack materials on inadequately braced trusses. O �'� ; I 3 O 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate U eb . = property interested plates 0 -'Aa' from Outside 0-�' u () all other parties. edge of truss. 0 0 - 5. Cut members to bear tightly against each other. C2� cdr cs.a BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the' 8 7 6 5 oint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI I. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. Plate location details available In MiTek 20/20 Software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the A width measured perpendicular 4 4 responsibility of truss fabricator. General practice is to X to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. lumber used shall be of the species and size, and in all respects. equal to or better than that Indicated by symbol shown and/or ESR -131 1, ESR -1352, ER -5243, 96048, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is instalted, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. . 18. Use of green or treated lumber may pose unacceptable _ - environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back. words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® isnot sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER ro PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10-'08 / Job Truss Truss Type Oly Ply Waggoner WEBS 3-14=0/342, 3-13=-424/64, 4-13=-23/440, 5-13=333/37, 5-12=0/333, 5-11=333/37, CSI DEFL in (loc) I/deft Ud PLATES GRIP 847143788 WAGGONER AH3 CALHIP 1 1 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 3) Provide adequate drainage to prevent water ponding. BC 0.66 Vert(TL) -0.19 Job Re a ante o liana/ 61 n,vpre rage I D: ym isVW G M80 FwTmCdntYem9zFvt3-5fP5wrg F H aN,2JAX00rl PAjwm n0dx K??k WdYOozNYF B -2-0-0 411-5 9-7-4 .9.11-11 1a0.0 1&0.5 1 12 23-0.11 28.0-0 30.0.0 2.0.0 all -5 47-15 0-a 4.0.5 40.5 o -a 47-15 all -5 2-0.0 Scale = 1:54.4 5X5 .- 3x8 = 5x5 - 1.5x4 II 3x8 = 5x5 = 3x8 = 1.5x4 II Plate offsets MY): r2:0-0-12.0-0-01. 18:0-0-12.0-0-01, f 12:0-2-8.0-3-01 BOT CHORD 2-14-150/1691, 13-14=150/1691,12-13-120/i596,11-12-12011596, 10-11=-150/1691, LOADING (psf) SPACING 2-0.0 WEBS 3-14=0/342, 3-13=-424/64, 4-13=-23/440, 5-13=333/37, 5-12=0/333, 5-11=333/37, CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.08 13-14 >999 - 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 3) Provide adequate drainage to prevent water ponding. BC 0.66 Vert(TL) -0.19 12-13 >999 240 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. BCLL, 0.0 Rep Stress Incr YES �(ON10 WB 0.21 Horz(TL) 0.08 8 n/a n/a e- o C 78428 Z ';0 BCDL 10.0 Code IBC2012/TPI2007 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. (Matrix) Weight: 141 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-14 oc purlins, except BOT CHORD 2x4 DF No.2 2-0-0 oc purlins (5-1-13 max.): 4-6. WEBS 2x4 DF No.2 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 quide. REACTIONS (Ib/size) 2=1235/0-5-8 (min. 0-1-8),8=1235/0-5-8 (min. 0-1-8) Max Horz 2=96(LC 7) Max Uplift 2=253(1-C 8), 8=-253(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1985/274, 3.4=1637/280, 4-5=1433/277, 5-6=1433/277, 6-7=1637/280 7-8=-1985/274 BOT CHORD 2-14-150/1691, 13-14=150/1691,12-13-120/i596,11-12-12011596, 10-11=-150/1691, 8-10=150/1691 WEBS 3-14=0/342, 3-13=-424/64, 4-13=-23/440, 5-13=333/37, 5-12=0/333, 5-11=333/37, 6-11=23/440, 7-11=-424/64, 7-10=0/342 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. QFESSION 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Q 6) Provide mechanical connection (by others) truss to bearing �(ON10 of plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 2=253,=5� 8=253. 7) This truss has been designed for a moving concentrated load of 250.O1b live and 4.0Ib dead located at all mid panels and at all panel along the Top Chord Bottom Chord, e- o C 78428 Z ';0 points and nonconcurrent with any other live loads. __Jv 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 4y EXP. 12/31/2016 ►7i LOAD CASE(S) Standard * GIV1II FQFCAUF�� April 25,2016 QWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111 -7472 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design 6 based only upon parameters shovm, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - -� -8- - fobrlcation, storage, delivery. erection and bracing of trusses and truss systems, see ANSUTPI1 QualBy Cdtedo, DSB-89 and SCSI Building Component 7777 Greenback Lane Solely Intormatlon available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hel his CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property ' 3/4 Center plate on joint unless x, y offsets are indicated. I6-4 8 dimensions shown in ff-in-sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability, bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSI. T 0 -66" 2. Truss bracing must be designed by an engineer. For truss Individual lateral braces themselves 1 2 3 wide spacing, TOP CHORDS may require bracing, or alternative T, I, or Eliminator bracing should be considered. ci-z C2-3 WEBS 4 3. Never exceed the design loading shown and never C) Czq stack materials on inadequately braced trusses. O �•� 3 �y� 3:O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U >b . 0 designer, erection supervisor, property owner and i plates 0-'A& from outside o_ U all other interested parties. edge of truss. a 5. Cut members to bear tightly against each other. cra �z cs-s 0 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the' 8 7 6 5 ioint and embed fully. Knots and wane at joint required direction of slots in ocations are regulated by ANSI/TPI I. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSWPI 1. ' Plate location details available In MITek 20/20 software Or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 responsibility of truss fabricator. General practice ls to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, sae, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size. and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior 01:6 (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved approval of an engineer. reaction section indicates joint �� ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with _ project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions or this design (front, back, words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction.MiTek ® is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER rO PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10-'08 Job Truss Truss Type Oty Ply Waggoner TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc purlins, except BOT CHORD 2x4 DF No.2 2-0-0 oc purlins (5-4-6 max.): 4-5. 847143789 WAGGONER AH4 CAL HIP 1 1 Installation guide. REACTIONS (Ib/size) 2=1235/0-5-8 (min. 0-1-8),7=1235/0-5-8 (min. 0-1-8) Max Horz 2=114(LC 7) ob 13 a ce o lio al ..,�., .... . mc. sun rPr as ur:ar 'oro rage , ID: ym isWV GM8OFwTm CdntYem9zFvt3-ZrzT7 B ht2uungTl kZ6 NXy NG26Bkggm c8yAN6wEzNYFA -2-0-0511-5 11-7-4 11- 111 16.0.5 1 12 22-0.11 28.0-0 30.0.0 2-0-0 511-5 57-15 0.4- 4-0-10 64- 57-15 5.11-5 1 2- Scale = 1:54.4 4x8 \\ 5x5 1.5x4 11 5x5 = 3x8 = 5x5 = ib LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2012/TPI2007 CSI TC 0.66 BC 0.79 WB 0.31 (Matrix) DEFL in (loc) I/deft Ud Vert(LL) -0.12 11-12 >999 360 Vert(TL) -0.25 11-12 >999 240 Horz(TL) 0.08 7 n/a n/a PLATES GRIP MT20 220/195 Weight: 136 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc purlins, except BOT CHORD 2x4 DF No.2 2-0-0 oc purlins (5-4-6 max.): 4-5. WEBS 2x4 DF No.2 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 (Ib/size) 2=1235/0-5-8 (min. 0-1-8),7=1235/0-5-8 (min. 0-1-8) Max Horz 2=114(LC 7) Max Uplift2=253(LC 8), 7=-253(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1971/281, 3-4=1490/269, 4-5=1286/274, 5-6=1494/269, 6-7=1968/280 BOT CHORD 2-12=150/1675, 11-12=150/1675, 10-11=56/1256, 9-10=-149/1672, 7-9=-149/1672 WEBS 3-12=0/372, 3-11=503/106, 4-11=9/464, 5-10=3/347, 6-10=-499/102, 6-9=0/371 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 2=253, �rjFESSIOAq . 7=253. 7) This truss has been designed for a moving concentrated load of 250.01b live and 4.Olb dead located at all mid panels and at all panel (`�e `�ON10 L' CF2 points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard J O C 76428 zm17 EXP, 12/31/2016 rn Will- April VILApril 25,2016 QWARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTeW connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M! fabrication• storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPil Qualffy CrIteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312• Alexandria, VA 22314. Suite 109 Citrus Hell his CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 1 6-4-8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ff-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss I. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or X -bracing. is always required. See BCSI. 0 "/1116. 2. Tans bracing must be designed by an engineer. For braces themselves 1 2 3 wide tans spacing, individual lateral TOP CHORDS may require bracing, or alternative T, I, or Eliminator bracing should be considered. T ci-z c2a 4 WEBS �s, 3. Never exceed the design loading shown and never o stack materials on inadequately braced trusses. O �•� ; �y� 3 O 0 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate U sb i property interested plates 0 -'Ag' from outside a u U ail other parties. edge of truss. p 5. Cut members to bear tightly against each other. C2� cap cs-s 0 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the' 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI I. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. Plate location details available In MiTek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shag not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted, this design is not applicable for PLATE SIZE use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10Camber is a non-structural consideration and is the width measured perpendicular 4x4.1 NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to. to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -131 1, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purrins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2006 MTek® All Riqhts Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable — environmental, health or performance risks. Consult with _ project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (from, back, words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® isnot sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information', _ 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER rO PERFORM." ANSIAPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10208 fo Job Truss Truss Type Qty Ply Waggoner Plates Increase 1.25 ' TCDL 10.0 R47143790 WAGGONER AJ1 MONO SCISSOR 6 1 YES WB 0.00 BCDL 10.0 Code IBC2012/TP12007 (Matrix) Job e e e ce o do al Cnaeawr momes, urowlle. GA tloabo B 1.43U s Jul 2b 2u13 MI I ex mausmes. Inc. Sun Apr 24 w:31:411 Zulb Page 1 ID:ym isVVVGM80FwTm CdntYem9zFvt3-11 XrKXi WpBOeHcKw7pumUboKZbDnPHjH Bg6fShzNYF9 -2-0-0 1-11-11 2-0-0 1-11-11 Scale = 1:12.2 3 LOADING (psf) SPACING 2-10CSI I/deft TCLL 20.0 Plates Increase 1.25 TC 0.23 TCDL 10.0 Lumber Increase 1.25 BC 0.23 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code IBC2012/TP12007 (Matrix) LUMBER 7 TOP CHORD 2x4 DF No.2' BOT CHORD 2x4 DF No.2 r I DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.01 2-4 >999 360 MT20 220/195 Vert(TL) -0.01 2-4 >999 240 Horz(TL) -0.00 4 n/a n/a Weight: 9 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 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=265/0-5-8 (min. 0-1-8), 4=12/Mechanical Max Horz 2=128(LC 8) Max Upl•Ift2=213(LC 8) Max Grav 2=355(LC 18), 4=271(LC 19) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vuh=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSIIrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 2=213. 7) This truss has been designed for a moving concentrated load of 250.0Ib live and 4.0Ib dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live roads. LOAD CASE(S) Standard OQ,pFESSIO& POlO � Cli=,c cp (SC 76428 v EXP. 12/31/2016 m t * //z * , -j OFCA1.' April 25,2016 WARNING - Verify design parameters* and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with Mrrek® connectors. This design Is based only upon parameters shovm, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - -- - - - fabrication• storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Inlornation available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 6-4 8 dimensions shown in ft -in -sixteenths U Damage Of Personal In 9 Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates t0 both Sides Of truss t. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, isalways required. See BCSI. "/1116.- 0' /i 2. Truss bracing must be designed by an engineer. For truss individual lateral braces themselves 6.- 1 2 3 wide spacing, TOP CHORDS may require bracing, or attemative T. I, or Eliminator bracing should be considered. i i a-z cza WEBS 3. Never exceed the design loadingshown and never stack materials on inadequately braced trusses. N(4 pgym O4. Provide copies of this truss design to the building designer, erection supervisor, owner and FOr 4 x 2 OTlentailOn, locate U = property interested plates 0 -'Ag' from outside o- U . all other parties. edge Of tfU55. o_ 5. Cut members to bear tightly against each other. f- c7-8 C6-7 c5-6 O BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the' 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI l . Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. ' Plate location details available In MiTek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted, this design is not applicable for PLATE SIZE use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the Width measured perpendicular 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to X to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -131 1, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purrins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. If indicated. 95110, 84-32, 96-67, ER -3907,9432A 14. Bottom chords require lateral bracing of 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING 15. Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but © 2006 MTek®.AII Rights Reserved 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. �� ® 18. Use of green or treated lumber may pose unacceptable — -_~—' environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: Notional Design Specification for Metal 19: Review to portions of this design inn pi back, words < and pictures] before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® isnot sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER ro PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10-'08 Job Truss Truss TypeOty - Ply Waggoner - (loc) Vdefl Lid 1 TCLL 20.0 Plates Increase R47143791 WAGGONER AJ2 - MONO SCISSOR 6 1 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.07 2-6 >606 240 Job Refe e ce o lional r.— s dm za zu mi i eK mausmes, mc. bun Aprz4 uf:sccu zuia rage i ID:ymisWVGMBOFwTmCdntYem9zFvl3-11 XrKXiWpBOeHcKw7pumUboHSb88PHjHBg6fShzNYF9 -2-0.0 I 3-11-11 2-0.0 3-11-11 1.5x4 II 4 Scale = 1:17.2 d d d LOADING (psf) SPACING - CSI of (loc) Vdefl Lid 1 r.— s dm za zu mi i eK mausmes, mc. bun Aprz4 uf:sccu zuia rage i ID:ymisWVGMBOFwTmCdntYem9zFvl3-11 XrKXiWpBOeHcKw7pumUboHSb88PHjHBg6fShzNYF9 -2-0.0 I 3-11-11 2-0.0 3-11-11 1.5x4 II 4 Scale = 1:17.2 d d d LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.06 2-6 >809 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.07 2-6 >606 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight: 16 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins, BOT CHORD 2x4 DF No.2 except end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer a'guide. REACTIONS (Ib/size) .2=322/0-5-8 (min. 0-1-8), 5=100/Mechanical Max Horz 2=76(LC 8) Max Uplift 2=1 25(LC 8), 5=-17(LC 5) Max Grav 2=386(LC 19), 5=299(LC 18) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-6=-280/33 NOTES 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except O=1b) 2=125. 7) This truss has been designed for a moving concentrated load of 250.01b live and 4.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Q�pFESSIO/V Co QONIO y�/Pyc2 C 76428 z � v EXP. 12/31/26 H �TF7FCI��\P April 25,2016 QWARNING -Verify design parametera and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/07/2015 BEFORE USE. Q• Design valid for use only with M7ek0 connectors. This design is based only upon parameters shown, and is for an individual building component• not q a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated 6 to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I BR• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - -- - - - fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/1P11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Solely Infonnatlon available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Suite 109 Citrus Heights. CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft4ri-sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss ) 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is otways required. See BCSI. 0.1 h b Truss bracing must be designed by an engineer. For truss individual lateral braces themselves 12. 2 3 wide spacing, TOP CHORDS may require bracing, or a8emative T. I, or Eliminator should be considered. cr-z C2-3bracing wEes 4 3. Never exceed the design loading.shown and never 0 ' stack materials on inadequately braced trusses. p�!� ; O 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate U sb = property interested plates ()-'AJ' from outside o U all other parties. edge of frU55. 5. Cut members to bear tightly against each other. cra co -r c540 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the' 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. Plate location details available In MITek 20/20 SOttWar@ Or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted, this design is not applicable for PLATE SIZE use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. If indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing of 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 15. Connections not shown are the responsibility of others. 16. Do not cut or atter truss member or plate without prior (supports) occur. Icons vary but © 2006 Mile& All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. �� ® 18. Use of green or treated lumber may pose unacceptable - environmental, health or performance risks. ConsuB with -- project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions or this design back, words ing pi pictures alone and pictures) before use. Reviewing Plate Connected Wood Truss Construction. ® isnot sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER rO PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10-'08 .,1 Job Truss Truss Type Oty Plywaggoner LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc purlins, BOT CHORD 2x4 DF No.2 except end verticals. R47143792 WAGGONER AJ3 MONO SCISSOR 2 i REACTIONS (Ib/size). 2=388/0-5-8 (min. 0-1-8), 6=194/Mechanical Max Horz 2=100(LC 5) Max Upli t2=124(LC 8), 6=-31(LC 5) Job Refere ce o t'o al tnaesvor Homes, urovllle, CA E - 5b ' 7.430 S Jul ZS Z013 MI7 ek Inaustnes, Inc. Sun Apr Z4 01:37:40 Z010 Page 1 ID:ymisWV GM8OFwTmCdntYem9zFvt3-11 XrKXiWpBOeHcKw7pumUbolGbAcPHLHBg6fShzNYF9 •2-0-0 I 3-" I 5-11-11 I 2.0-0 3.641 2-5-11 4x4 II 4 5 Scale = 1:23.2 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-D-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2012rTP12007 CSI TC 0.38 BC 0.43 WB 0.02 (Matrix) DEFL in (loc) I/def! L/d Vert(LL) -0.05 2-8 >999 360 Vert(TL) -0.08 2-8 >893 240 Horz(TL) 0.00 6 n/a n/a PLATES GRIP MT20 220/195 Weight: 24 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc purlins, BOT CHORD 2x4 DF No.2 except end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-13-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installalign REACTIONS (Ib/size). 2=388/0-5-8 (min. 0-1-8), 6=194/Mechanical Max Horz 2=100(LC 5) Max Upli t2=124(LC 8), 6=-31(LC 5) Max Grav 2=422(LC 20), 6=350(LC 19) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-316/0, 3-4=-259/20, 4-7=271/25 BOT CHORD 7-8=-37/285 NOTES' 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except (jt=1b) 2=124. QFE.S.S/Q/'/ 7) This truss has been designed for a moving concentrated load of 250.01b live and 4.Olb dead located at all mid panels and at all panel along the Top Chord Bottom Chord, Q� .9Z (`Q \ (ON �� L, F2 points and nonconcurrent with any other live loads. LOADCASE(S) Standard 076 28 - � v EXP. 12/31/2016 CIV0. April 25,2016 QWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/0311015 BEFORE USE. Design valid for use only Wth Mitek® connectors. This design B based only upon parameters shown. and is for an individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse vAth possible personal injury and property damage. For general guidance regarding the - - - - fabricotion, storage, delivery. erection and bracing of trusses and truss systems, see ANSUTPI1 Quality Criteria, DSO -89 and SCSI Building Component 7777 Greenback lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 108 Citrus Heights, CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/ Center plate on joint unless x, y offsets are indicated. I6-4 8 . dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in H -in -sixteenths. (Drawings not to score) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSL 2. Tens bracing must be designed by an engineer. For 2 3 TOP CHORDSmay wide tura spacing, individual lateral braces themselves require bracing, or alternative T, I, or Eliminator T _ bracing should be considered. T ci-s c23 WEBS 4 3. Never exceed the design loading,shown and never inadequately braced trusses. p , stack materials on O �y� ; O 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate U eb = property interested plates 0 -'Ai' from outside n U all other parties. edge of truss. 0 a 5. Cut members to bear tightly against each other. C7.8 c6-7cs-c O 0 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 oint and embed fully. Knots and wane at joint required direction of slots in required are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available In MITek 20/20 SOttWar@ or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shag not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 responsibility of truss fabricator. General practice ls to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, sae. orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum ploling requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, 1 or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable REenvironmental, health or performance risks. Consult with project engineer before use: Industry Standards: ANSI/TPI1: National Design Specification for Metal back, words 19. Review all portions of this design inn Plate Connected Wood Truss Construction. ® and pictures) before use. Reviewing pictures alone pi isnot sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER ro PERFGRM." ANSIAPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10-'08 Job Truss Truss Type Qty Ply er 7.11-11 847143793 FJobRe WAGGONER A.14 MONO SCISSOR 2 1 SPACING 2-0-0 CSI DEFL in (loc) erence(optional -��. ���-�. �� o.�.... r.wv a �m m cu i v mi i eR nmunnes, mu. assn npr w marq i eu io rage i ID:ymisWVGMBOFwTmCdntYem9zFvt3-VESDYliBaVBVvmv6hXP?l oLOM?SP8jpRQUsD?7zNYF8 l -2-a0 I 5-2-1 7-11-11 _. 2-a0 5-2-1 - 2-9.10 Scale= 1:28.8 1 1.5x4 II 4 5 - 5-2-1 I 7.11-11 5.2-1 2.9-10 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) -0.09 2-8 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.12 2-8 >747 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 34 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.2 end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer •sa' REACTIONS (Ib/size) 2=461/0-5-8 (min. 0.1-8), 6=280/Mechanical Max Horz 2=128(LC 5) Max Uplift2=129(1_C 8), 6=-47(LC 8) Max Grav 2=461 (LC 1), 6=395(LC 19) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-627/43, 4-7=276/37 BOT CHORD 2-8=-74/557, 7-8=74/539 - WEBS 3.8=0/381, 3-7=553/82 NOTES 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. Il; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSlrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except (lt=lb) 2=129. 7) This truss has been designed for a moving concentrated load of 250.01b live and 4.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live bads. LOAD CASE(S) Standard �OFESSIO/V 11, 0 1 yF4 COZ:i / C 76428'AZ � v EXP. 12/31/2016 l�T CMI , FOFCAI April 25,2016 WARNING - VerHy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473- 10/03/2015 BEFORE USE. Design valid for use only with MOekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is aM,ays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - fabrication• storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII OuolBy Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Salety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 Citrus Heights. CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 1 6-4-8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For 2 3 wide truss spacing, Individual lateral braces themselves TOP CHORDS may require bracing, or attemative T, I, or Eliminator bracing should be considered. T C1-2 C2 -3T WEBS Sao 4 3. Never exceed the design looding,shown and never o stack materials on inadequately braced trusses. O u •� 3 �y� ; O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U >� 1 = designer, erection supervisor, property owner and plates 0 -'Ag' from outside o- �'u U all other interested parties. edge of truss. o_ 5. Cut members to bear tightly against each other. cry �� cs c O BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the'8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSIAPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available In MITek 20/20 software Or Upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 responsibility of truss fabricator. General practice ls to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, s¢e, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, 1 or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings <��no (supports) occur. Icons vary but 0 2006 MTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or offer truss member or plate without prior approval of an engineer. reaction section indicates joint �� ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable ffdenvironmental, heolth or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design ing(front,pi back, words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® isnot sufficient. DSB-89: Design Standard for Bracing. MiTek SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10208 Job Truss Truss Type Qty Pl Waggoner Ud PLATES GRIP Plates Increase 1.25 TC 0.52 Iy R47143794 WAGGONER AJS MONO SCISSOR 2 1 BC 0.62 Vert(TL) -0.12 _ >999 240 Job Reference fact o one �rraoa v�r�o�, vwvr e, s.n waoo r.a4u s dui zo zui4 mi i es mausmes, mc. sun Apr za ur:4r:4z zurb rage i ID:ymisWVGM8OFwTmCdnlYem9zFvl3-zQfclDjmKpGMXwU IFEwEZ7ubcPp7t8daf8bmXZzNYF7 2.0-0 { 5-2-1 311-11 2.0-0 5-2-1 4-310 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 " BCDL 10.0 LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 0 4x4 II 4 5 Scale = 1:33.8 SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP Plates Increase 1.25 TC 0.52 Vert(LL)' -0.08 2-8 >999 360 MT20 220/195 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.12 2-8 >999 240 Rep Stress Incr YES WB 0.23 Horz(TL) 0.01 6 n/a n/a Code IBC2012rrP12007 (Matrix) Weight: 43 Ib FT = 20% BRACING TOP CHORD BOTCHORD Structural wood sheathing directly applied or 5-0-6 oc purlins, except end verticals. 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 oulde- REACTIONS (Ib/size) 2=538/0-5-8 (min. 0-1-8), 6=364/Mechanical Max Hoiz 2=156(LC 5) Max Uplift2=-136(LC 8), 6=-65(LC 8) Max Grav 2=538(LC 1), 6=438(LC 19) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-895/87, 4-7=281/45 BOT CHORD 2-8=-119/801, 7-8=123/799 WEBS 3-8=0/351, 3-7=-716/125 NOTES 1) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members., 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except (jt=lb) 2=136:. 7) This truss has been designed for a moving concentrated load of 250.0Ib live and 4.0Ib dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Q0pFESSIONq� =G'cv0 ONIO h, Fqc p C 76428 0 EXP. 12/31/2016 ^n OF April 25,2016 QWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7472 rev. 10/09/2015 BEFORE USE. �• Design valid for use only with MTekb connectors. This design is based only upon parameters shown. and is for on individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Over. fabrication. storage, delivery, erection and bracing of trusses and two systems, see ANSI/1PI1 QuolHy Crlterla, DSO -89 and BCSI Building Component 7777 Greenback Lane Safety Informoflon available from Truss Plate Institute, 218 N. Lee Street, Suite 312• Alexandria. VA 22314. Suite 109 Citrus Heights. CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. I6-4 8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to stole) Apply plates to both sides of ifUss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSI. 1 „ 2. Trus bracing must be designed by an engineer. For 2 3 wide truss spacing, individual lateral braces themselves TOP CHORDS may require bracing, or alternative T, I, or Eliminator T should be considered. rbracing t cr-2 cza WEBS sae 4 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. O �'> ; ��� 3 O 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate U eb = property interested plates 0 -'Al' from outside a. �' v U all other parties. edge of truss. 00 a0 5. Cut members to bear tightly against each other. C7-8 Q6-7 c.5-6 ~ BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the' 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location detafls available In MiTek 20/20 SO}tWaf@ O� Upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shag not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 responsibility of truss fabricator. General practice ls to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, s¢e, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purrins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 tt. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MTek® All Riqhts Reserved 15. Connections not shown ore the responsibility of others. 16. Do not cut or offer truss member or plate without prior approval of an engineer. reaction section indicates joint ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable — environmental, health or performance risks. Consult with project engineer before use. Industry Standards: _ ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (hoot, back, words and piufficie before use. Reviewing pictures alone Plate Connected Wood Truss Construction. isnot sufficient. DSB-89: Design Standard for Bracing. M iTe �® m BCSI: Building Component Safety Inforation, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, PC7WER rG PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10•'08 r 0 Job Truss Truss Type Qty PlyWaggoner LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-5 oc purlins, except BOT CHORD 2x4 OF No.2 end verticals. R47143795 WAGGONER AJ6 MONO SCISSOR � 2 1 REACTIONS (Ib/size) 2=615/0-5-8 (min. 0-1-8), 6=447/Mechanical Max Horz 2=184(LC 5) Max Uplfi2-144(LC 8), 6=-83(LC 8) Job Reference o tions .naeav .nom vrnvnle, VA nanoa /.4JU 5 Jul Zb ZU1J M11 eK Inaustnes. Inc. bun Apr 24 U/:J/:43 ZUIb Page 1 ID:ymisWVGM8OFwTmCdntYem9zFvt3-RcD zZk056OD843VoyRU6DOjroGucYJktoLJ39zNYF6 -2-0-06.2-1 1-11-11 ' 2-60 ' 6-2-1. 5-9-10 4x5 II 4 5 I 6-2-1 I 11.11-11 I 6-2-1 5-9.10 Scale = 1:36.5 LOADING (pall) TCLL 20.0 TCDL 10.0 BCLL 0.0 " BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2012/TPI2007 CSI TC 0.68 BC 0.78 WB 0.39 (Matrix) DEFL in (loc) I/def] Ud Vert(LL) -0.13 2-8 >999 360 Vert(TL) -0.20 2-8 >688 240 Horz(TL) 0.02 6 n/a n/a PLATES GRIP MT20 220/195 Weight: 51 Ib FT ='20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-5 oc purlins, except BOT CHORD 2x4 OF No.2 end verticals. WEBS 2x4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. M]Talk recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer / st@11align guide. REACTIONS (Ib/size) 2=615/0-5-8 (min. 0-1-8), 6=447/Mechanical Max Horz 2=184(LC 5) Max Uplfi2-144(LC 8), 6=-83(LC 8) Max Grav 2=615(LC 1), 6=479(LC 19) µ FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1093/132, 4-7=288/54 BOT CHORD 2-8=-172/935.7-8=175/931 WEBS 3-8=0/378, 3-7=832/179 NOTES 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer_ should verify capacity of bearing surface. �FESSION 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except (jt=lb) 2=144. 7) This truss has been designed for �O \\(ONIO CO a moving concentrated load of 250.0Ib live and 4.Olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. C 76428 Z LOAD CASE(S) Standard ;0 T cc v EXP. 12/31/2016 m CIV11. T�TFOF CALIF April 25,2016 QWARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. ' Design valid for use only vAth MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must verify the applicability of design paromete.s and property incorporate this design into the overall building design. Bracing indicated It to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing We is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - fabrication. storage, delivery. erection and bracing of trusses and truss systems, see ANSI/1PI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property s/a Center plate on joint unless x, y offsets are indicated. I6 4 8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x-bracing, is always required. See BCSI. T n 2. Tans bracing must be designed by an engineer. For braces themselves 2 3 wide tum spacing, individual lateral TOP CHORDS may require bracing, or aflemotive T. I, or Eliminator bracing should be considered. cr-2 C2-3 WEBS �s, 4 3. Never exceed the design looding,shown and never 0 stack materials on inadequately braced trusses. 0 O 3 W 0 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate U >b property interested plates 0-'Ad' from Outside a �' v U all other parties. edge of truss. 0 5. Cut members to bear tightly against each other. c» cd7 cs-6 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the' 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI I. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available In MiTek 20/20 SOttWaf@ O! Upon request. Unless otherwise nosed, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE JOINTS shag not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice ls to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER-3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings <��no (supports) occur. Icons vary but C 2006 MiTe& All Rights Reserved 15. Connections not shown ore the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joins �� ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable ffdenvironmental, health or performance risks. Consult with project engineer before use. Industry Standards' -- ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design trout, back. words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® isnot sufficient. DSB-89: Design Standard for Bracing, MiTek SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM." ANSI/TPI I Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10208 " r Ii Job Truss Truss Type Qty PlyWaggoner (loc) I/defl Lid PLATES GRIP `TCLL 20.0 Plates Increase 1.25 TC 0.50 847143796 WAGGONER - AJ31 MONO SCISSOR 2 1 Vert(TL) -0.17 2-6 >410 240 ' BCLL 0.0 Rep Stress Incr YES ob a erence o tional •-•••- --•_-• • �^ --w- i za mro mnex mausmes, inc. sun vyr zc ur:sr:ai zuio Pagel ID:ymisVWGM8OFwTmCdntYem9zFvt3-VE5DYd8aV8Vvmv6hXP71 oLR77U48kaRQUsD77zNYF8 3-6-0 - + 5-11-11 2-0-0 3.6.0 2-511 Seale = 1:22.1 4 A 1 P LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP `TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.10 2-6 >711 360 MT20 220/195 TCDL. 10.0 Lumber Increase 1.25 BC 0.55 Vert(TL) -0.17 2-6 >410 240 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 22 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF No.2 Tekcommends that Stabilizers and required cross bracing ° be installed during truss erection, in accordance with Stabilizer Installation uide. .REACTIONS (Ib/size) 4=121/Mechanical, 2=384/0-5-8 (min. 0-1-8), 5=74/Mechanical Max Horz 2=127(LC 8) Max Upllft4=38(LC 8), 2=111(LC 8) Max Grav 4=309(LC 21), 2=420(LC 19), 5=303(LC 25) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except 0=1b) 2=111. 7) This truss has been designed for a moving concentrated load of 250.Olb live and 4.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard 9,�,OFESS/0/4 O NIO �2 -Co C 76428cr 'PZ v 1 EXP. 13(31/2016 ^� OF CAL April 25,2016 ,WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7479 rev. 10/03/2015 BEFORE USE. O• Design valid for use only with MiTek® connectors. This design is based only upon parameters shaven, and Is for an individual building component, not ^a a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - e�C• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 85610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property s • Center plate on joint unless x, y /4 offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. �� (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x-bracing. is always required. See BCSI. 0 �/16, 2. Truss bracing must be designed by an engineer. For truss individual lateral braces themselves 1 2 3 wide spacing, TOP CHORDS may require bracing, or alternative T, I, or Eliminator bracing should be considered. T C1-2 C2-3 T T 4 3. Never exceed the design looding,shown and never WEBS stack materials on inadequately braced trusses. Q �y� 3 0 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate V ep = designer, erection supervisor, property owner and plates 0-'Al' from outside a- �' u (� all other interested parties. edge of truss. a_ 5. Cut members to bear tightly against each other. ,— cry cdr cs, O BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the ,8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. ' Plate locatlon detalls available In MITek 20/20 8. Unless otherwise noted, moisture content of lumber software Of Upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE sholl not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted, this design isnot e for PLATE SIZE use with fire retardant, preservative treatedted,, or or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10Camber is anon-structural consideration and is the . 4 4 Width measured perpendicular NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 96048, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. If indicated. 95110, 84-32, 96-67, ER-3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING 15. Connections not shown ore the responsibility of others. Indicates location where bearings 16. Do not cut or offer truss member or plate without prior 4�:6 (supports) occur. Icons vary but 0 2006 MTeW All Rights Reserved approval of on engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. �� ® 18. Use of green or treated lumber may pose unacceptable ffdenvironmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI l : National Design Specification for Metal 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction.MiTek ® is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER rO PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 11}'08 Job Truss Truss Type 1 f Qly Ply Waggoner R47143797 WAGGONER AJ41 MONO SCISSOR 4 1 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.55 Vert(TL) -0.17 2-7 >406 240 Job Reference (optional) �,�•, ����+un npr <n uroca r <u . rage r ID:ymisVWGM80FwTmCdntYem9zFvt3 VESDYli8aV8Vvmv6hXP71oLR77U28kaRQUsD77zNYF8 -2-0.0 I 31x0 I 60.0 1 7-1_ 1-1� '2-o-0 31&0 2.0 1-11-11 Scale = 1:27.3 0 5 QWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 11111-7473 rev. 10/0312015 BEFORE USE. Design valid for use onlywith MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameter, and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is ohvoys required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the --e fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIAPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 LOADING (psf) SPACING 2-0.0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.10 2-7 >705 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.55 Vert(TL) -0.17 2-7 >406 240 BCLL 0.0 " Rep Stress Incr YES WB 0.03 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 25 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. _ WEBS 2x4 DF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Ade. All bearings 0-5-8 except Qt=length) 5=Mechanical, 6=Mechanical. (lb) - Max Horz 2=157(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 5, 2, 6, 4 Max Grav All reactions 250 Ib or less at joint(s) except 5=274(LC 23), 2=420(LC 20), 6=303(LC 27), 4=329(LC 22) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 2, 6, 4. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. 8) This truss has been designed for a moving concentrated load of 250.01b live and 4.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. oESS/0/`/ LOADCASE(S) Standard Q Q P\(ONIO J C 76428'AZ2�10 X v 2 EXP. 12/31/2016 m s'T CIV11. �rFOFCAI April 25,2016 QWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 11111-7473 rev. 10/0312015 BEFORE USE. Design valid for use onlywith MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameter, and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is ohvoys required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the --e fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIAPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property s/a Center plate on joint unless x, y offsets are indicated. I6 4 8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in It -in -sixteenths. (Drawings not to scale) Apply plates to both sides of irU55 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or X -bracing, is always required. See BCSL T n 2. Tans bracing must be designed by an engineer. For individual lateral braces themselves 2 3 wide truss spacing, TOP CHORDS may require bracing, or attemative T, 1, or Eliminator bracing should be considered. C1-2 c2a WEBS 4 3. Never exceed the design loading shown and never o stack materials on inadequately braced trusses. O �'> ; �y1 ; O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate= designer, erection supervisor, property owner and plates 0 -'Ag' from outside a u U all other interested parties. edge of truss. p 5. Cut members to bear tightly against each other. c7 -e C6-7 C5-6 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the' 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI I. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. ' Plate location details available In MITek 20/20 software Of Upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the 4 4 width measured perpendicular NUMBERS/LETTERS. - responsibility of truss fabricator. General practice is to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved approval of on engineer. reaction section indicates joint �� ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (from, back. words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® is not sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling. POWER ro PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: M11-7473 rev. 10•'08 Job Truss Truss Type QtyPly CSI Waggoner (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 847143798 WAGGONER AJ51 MONO SCISSOR 2 1 Lumber Increase 1.25 BC 0.55 Vert(TL) -0.17 2-8 >406 240 ob Reference o tions ID:ymisWVGM8OFwTmCdntYem9zFvt3-zQfclDjmKpGMXwU IFEwEZ?ubm PgHlBpafsbmXZzNYF7 -2-0-0 3.60 I C: 0 I 11-11-11 I 2-0-0 Sit -11 Seale = 1:37.5 6 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) -0.10 2-8 >705 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.55 Vert(TL) -0.17 2-8 >406 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 31 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF No.2 ' MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 0-5-8 except Qt=length) 6=Mechanical, 7=Mechanical. (lb) - Max Hoa 2=215(LC 8) Max Uplift All uplift 100 Ib or less at joints) 6, 2, 7, 4, 5 Max Grav All reactions 250 Ib or less at joint(s) except 6=274(LC 25), 2=420(LC 21), 7=303(LC 29), 4=349(LC 23), 5=314(LC 24) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vesical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 2, 7, 4, 5. 7) Beveled plate or shim required to provide full bearing surface with truss Chord at joint(s) 4, 5. 8) This truss has been designed for a moving concentrated load of 250.Olb live and 4.Olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Q,OFESS/0A/ ONIO .fcZ r° C 76428 z CiVi� ��FoF cap' April 25,2016 ANARNING - Verify deslgn parameters arid READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII-7473 rev. /0103/20/5 BEFORE USE. Design valid for use only Win MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is alwaysrequired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 19. fabricotion, storage, delivery• erection and bracing of trusses and truss systems. see ANSI/1PI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandra, VA 22314. Suite 109 Citrus Heights, CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/a Center plate on joint unless x, y offsets are indicated. 1 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x-bracing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For lateral braces themselves 2 3 wide tnra spacing. Individual TOP CHORDS may require bracing, or alternative T, I, or Eliminator bracing should be considered. cr-z cza — WEBS coo 4 3. Never exceed the design looding,shown and never o stack materials on inadequately braced trusses. O �'> ; �y� 3 O 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate U ,x = property interested plates 0-'Ae from outside CL+' u () all other parties. edge of truss. 5. Cut members to bear tightly against each other. C7-8 C6-7c, H BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. ' Plate location details available in MITek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to x to slots. Second dimension is camber for dead bad deflection. the length parallel t0 slots. 11. Plate type, sae, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR-1311, ESR- I 352,'ER-5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purrins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER-3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but 4e�� © 2006 MTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. reaction section indicates joint �� ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable = environmental, health or performance risks. Consult with -- project engineer before use. Industry Standards:19. - ANSI/TPI l : National Design Specification for Metal Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® is not sufficient. DSB-89: Design Standard for Bracing. MiTek- m BCSI: Building Component Safety Inforation; 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER rO PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10-'08 t Job Truss Truss Type Oty Ply Waggoner . LOADING (psf) SPACING 2-0-0 CSI 847143799 WAGGONER A161 MONO SCISSOR L 1 TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) -0.10 2-8 Job e e e ce o do al wi Huai vwvwe, ..n oaaoa r. u s am - cu ra mi i eK inaumn es, mc. aun npr zn ursrna zuio rage r ID:ymisWVGM8OFwTmCdntYem9zFvt3-RcD zZkO56ODS43VoyRU6D01WoAWce3ktoLJ31zNYF6 -z-00 I 3-60 600 I 13-10-15 2-00 3.6.0 2-60 7-1015 Scale = 1:42.5 6 i 3.o0 12 LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF No.2 Fbein Tek recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer Mi guide. REACTIONS All bearings 0-5-8 except Qt=length) 6=Mechanical, 7=Mechanical. (lb) - Max Horz 2=244(LC 8) ' Max Uplift All uplift 100 Ib or less at joint(s) 4, 6, 2, 7 except 5=112(1_C 8) Max Grav All reactions 250 Ib or less at joint(s) except 4=349(LC 23), 6=293(LC 25),"2=420(LC 21), 7=303(LC 29), 5=333(LC 24) FORCES (lb) -Max. Comp./Max.. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 6, 2, 7 except at=1b) 5=112. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 5. 8) This truss has been designed for a moving concentrated load of 250.0Ib live and 4.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chard, nonconcurrent with any other live loads. LOAD CASE(S) Standard oQ�pFESS/0& C,� �ONIO Co C 76428 � 7 � v EXP, 12/31/2016 ^� kS ��_wFO� April 25,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIJ-7473 rev. 10/03/1015 BEFORE USE. Design valid for use only with M709 connectors. This design is based only upon parameters shown, and Is for an individual building component, not " . a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall • building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - - - - 11, - - fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. _ Suite 109 Citrus Heights. CA 95610 I . LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) -0.10 2-8 >705 360 MT20 220/195• TCDL 10.0 Lumber Increase 1.25 BC 0.55 Vert(TL) -0.17 2-8 >406 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 34 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF No.2 Fbein Tek recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer Mi guide. REACTIONS All bearings 0-5-8 except Qt=length) 6=Mechanical, 7=Mechanical. (lb) - Max Horz 2=244(LC 8) ' Max Uplift All uplift 100 Ib or less at joint(s) 4, 6, 2, 7 except 5=112(1_C 8) Max Grav All reactions 250 Ib or less at joint(s) except 4=349(LC 23), 6=293(LC 25),"2=420(LC 21), 7=303(LC 29), 5=333(LC 24) FORCES (lb) -Max. Comp./Max.. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 6, 2, 7 except at=1b) 5=112. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 5. 8) This truss has been designed for a moving concentrated load of 250.0Ib live and 4.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chard, nonconcurrent with any other live loads. LOAD CASE(S) Standard oQ�pFESS/0& C,� �ONIO Co C 76428 � 7 � v EXP, 12/31/2016 ^� kS ��_wFO� April 25,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIJ-7473 rev. 10/03/1015 BEFORE USE. Design valid for use only with M709 connectors. This design is based only upon parameters shown, and Is for an individual building component, not " . a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall • building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - - - - 11, - - fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. _ Suite 109 Citrus Heights. CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. I6-4 8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ff-in-sixteenths. (Drawings not to scales Apply plates to both sides of fins' t. Additional sfobifity bracing for truss system, e.g. and fully embed teeth. diagonal or X -bracing, is always required. See BCSI. i �� �' 2. Truss bracing Must be designed by an engineer. For truss individual lateral braces themselves 2 3 wide spacing, TOP CHORDS may require bracing, or alternative T,.I, or Eliminator should be considered. rbracing T t cr-z c2a WEBS 4 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. O 'v �y1 3 O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate V ep = designer, erection supervisor, property owner and plates 0-'A& from outside CIL U all other interested parties. edge of truss. 0 p 5. Cut members to bear tightly against each other. C7-8 C6.7 cs c BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available in MITek 20/20 8. Unless otherwise noted, moisture content of lumber SOttWar@ Or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted, this design is not applicable for PLATE SIZE use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to x to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior <�no (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved approval of on engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. �� ® 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design iback. words and pictures) before use. Reviewingnn pictures alone Plate Connected Wood Truss Construction. ® is not sufficient. DSB-89: Design Standard for Bracing. MiTek SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER ro PERFORM." ANSI/TPI i Quality Criteria. - Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10208 u tT' Job Truss Truss Type Qty Ply Waggoner GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) -0.52 R47143800 WAGGONER AM SPECIAL' 1 n Vert(TL) -1.30 12-13 >254 240 MT18H 220/195 BCLL 0.0 ' L ob efe ence (olotionall Endeavor Homes, Oroville, CA 95965 7.430 s Jul 25 2013 MITek Industries. Inc. Sun Apr 24 07:37:45 2016 Page 1 ID:ym isW VGM8OFwTmCdntYem9zFvt3-0?KkOEmedkex00DtwNUyBeW50cle4UaOL5g08uzNYF4 -2-0-0 SS -8 S 1- 1 39-10 140.0 18.2.6 22-0.5 2 21340 30.0.0 2-0.0 SS -8 0.6- &315 4-26 42$ 3315 04r SS8 2.0 O)1 4x8 = 6.0o 12 3x4 = 5x5 = 3x4 = 4x8 = Scale = 1:56.3 3.00 12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) -0.52 12-13 >631 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.95 Vert(TL) -1.30 12-13 >254 240 MT18H 220/195 BCLL 0.0 ' Rep Stress Incr NO WB 0.28 Horz(TL) 0.61 8 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 240 Ib FT = 20% LUMBER, BRACING TOP CHORD 2x4 DF No. 1&Btr TOP CHORD Structural wood sheathing directly applied or 5-0-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr 2-0-0 oc purlins (3-9-9 max.): 3-7. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 8-3-8 oc bracing. REACTIONS (Ib/size) 2=2189/0-5-8 (min. 0-1-8), 8=2189/0-5-8 (min. 0-1-8) Max Hoa 2=65(LC 7) Max Uplift2=619(LC 8), 8=-619(LC 8) Max Grav 2=2291 (LC 13), 8=2291 (LC 14) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-7365/1741, 3-4=-7846/1996, 4-5=11673/2953, 5-6=-11646/2953, 6-7=7796/1996, 7-8=-7321/1741 BOT CHORD 2-15=1480/6667, 14-15=-1676/6961, 13-14=2804/11188, 12-13=3081/12214, 11-12=2804/11144, 10-11=1676/6874,8-10=-1480/6581 WEBS 3-15=335/293, 3-14=-748/3374, 4-14=3577/990, 4-13=47/778, 5-13=-653/271, 512=653/271, 6.12=-47/778, 6-11=3582/990, 7-11=-748/3369, 7-10=-335/293 NOTES 1) 2 -ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords Connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 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) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) Provide adequate drainage to prevent water ponding. 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 9) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 2=619, 8=619. 11) This truss has been designed for a moving concentrated load of 250.01b live and 4.0Ib dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ,, pOESSIOA, =��O pNlO C 76428 7 \� EXP. 12/31/2016/ CIM. O AU Anvil Or '7f1192 Continued on naae-2-- r„ .. Q,WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTekm connectors. This design B based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall IYI I ICS building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - - - - fabrlcation, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component - 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 223)4. Suite 109 Citrus Heights, CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. I6-4 8 dimensions shown in ft4ri-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x-bracing, is otways required. See BCSI. i n - 46 2. Tans bracing Must be designed by an engineer. For truss Individual lateral braces themselves 1 2 3 wide spacing. TOP CHORDS may require bracing, or alternative T, I, or Eliminator bracing should be considered. T ci-s C2-3T �a, 4 3. Never exceed the design loading shown and never 10 stack materials on inadequately braced trusses. O �•� ; � 1!X1 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U eb O= designer, erection supervisor, property owner and plates 0- IAS' from Outside a �'u U all other interested parties. edge of truss. 0 0 Cut members to bear tightly against each other. cry C6-7 cs s 5. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the' g 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI I. Connector plates. 7. Design assumes tenses will be suitably protected from the environment in accord with ANSI/TPI I. ' Plate location details available In MITek 20/20 SOtiWar@ Or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE sha0 not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice a to X to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, sae, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or puffins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER-3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. reaction section indicates joint �� ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable ffd-- environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSIITP11: National Design Specification for Metal 19. Review t u portions of this design front, back. words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® is not sufficient. DSB-89: Design Standard for Bracing. MiTek SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM." ANSIAPI 1 Quarity Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10208 Job Truss Truss Type Qly Ply Waggoner R471a3800 (WAGGONER AK1 SPECIAL i 1 �1 L Job Reference (ootionall Endeavor Homes, Orovllle, CA 95965 7.430 s Jul 25 2013 MITek Industries, Inc. Sun Apr 24 07:37:45 2016 Page 2 f ID:ymisVWGM8OFwTmCdntYem9zFvt3-0?KkOEmedkex00DtwNUyBeW50cle4Ua0LSgQBuzNYF4 NOTES 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 387 Ib down and 178 Ib up at 22-3-5, and 387 Ib down and 178 Ib up at 5-8-11 on top Chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=60, 3-7=-113, 7-9=60, 2-14=38(F=18), 11-14=38(F=18), 8-11=-38(F=-18) Concentrated Loads (lb) Vert: 3=270 7=270 t QWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MOeM connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/RIl Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. I6-4 8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ff-in-sixteenths. (Drawings not to score) Apply plate t0 both sides Of iR155 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x-bracing, is always required. See BCSI. A �� �' /16 2. Truss bracing must be designed by an engineer. For truss individual lateral braces themselves 1 2 3 wide spacing, TOP CHORDS may require bracing, or alternative T, I, or Eliminator bracing should be considered. T I I CI-4 C23 WEBS cze 4 3. Never exceed the design loading,shown and never stack materials on inadequately braced trusses. O �!> ; ��� 3 O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U eb = designer, erection supervisor, property owner and interested plates 0-'AJ' from outside a_ v ail other parties. edge of frU55. Or p 5. Cut members to bear tightly against each other. C7-8 C6-7 C.5-6 0 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the' g 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available In MITek 20/20 8. Unless otherwise noted, moisture content of lumber saflware Or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted, this design is not applicable for PLATE SIZE use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-siructural consideration and is the width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to x to slots. Second dimension is camber for dead bad deflection. the length parallel t0 slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 96048, specified. by text in the bracing section of the 95.43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER-3907,9432A 14. Bottom chords require lateral bracing at 10 H. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING 15. Connections not shown are the responsibility of others. Indicates location where bearings ,Q�no (supports) occur. Icons vary but © 2006 MiTek® All Riqhts Reserved 16. Do not cut or alter truss member or plate without prior approval of on engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. �� ® 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with _ - project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design front back. words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® isnot sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER ro PERFGRM.'" ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. M7ek Engineering Reference Sheet: MI1-7473 rev. 10208 4-jr+ V'i Job Truss Truss TypeOty DEFL in Ply waggoner TCLL 20.0 Plates Increase 1.25 TC 0.84 Vert(LL) -0.37 15 >902 360 R4714380I WAGGONER AK2 SPECIAL 1 1 BCLL 0.0 ' Rep Stress Incr YES W3 0.38 Horz(TL) 0.54 10 n/a n/a efe e ce o tion./ JobReference ..... _ .—s Je)— m u mi i ex inousmes, mc. aun Aprzn ur4r4r zuie wage ID:ym is WVGM80FwTmCdntYem9zFvt3-KN SVownv9Luedh N G 1 n WOG3bMG000YN WJoPJXCnzNYF2 8-1-8 2od-12 -2-0-0 54-3 7-7.4 7-11-0.1 14-0-0 19-10-8 2 5 22-7-13 28-0-0 30-0-0 2-0-0 54-3 2-3-1 04- 510.8 570-8 0-1- 3 2-3-1 13 0-1-13 04-7 Scale = 1:55.3 6x8 \\ 3x4 = 3x4 = 6x8 // 4xa — 3.0o 12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.84 Vert(LL) -0.37 15 >902 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.99 Vert(TL) -0.93 14-15 >357 240 BCLL 0.0 ' Rep Stress Incr YES W3 0.38 Horz(TL) 0.54 10 n/a n/a _0 ESS/0&/, BCDL 10.0 Code IBC2012/TPI2007 (Matrix) �Q (QN1Q L,n Weight: 126 Ib FT = 20% LUMBER BRACING =�C 76428 TOP CHORD 20 DF No.2 —� TOP CHORD Structural wood sheathing directly applied or 2-11-9 oc purlins, except BOT CHORD 2x4 DF No.2 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 2-0-0 oc purlins (2-3-0 max.): 4-8. WEBS 20 OF No.2 'OFCAL�r"i BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 15-16,14-15. r MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS (Ib/size) 2=1235/0-5-8 (min. 0-1-8), 10=1235/0-5-8 (min. 0-1-8) Max Horz 2=82(LC 7) Max Uplift 2=253(1_C 8), 10-253(1_C 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3451/402, 3-4=3249/417, 4-5=3458/464, 56=4198/562, 6-7=-4198/562 7-8=-3458/464, 8-9=-3249/417, 9-10=-3451/402 BOT CHORD 2-18=-268/3060,17-18=273/3071, 116-17=-213/2944,15-116=297/3421, 14-15=-297/3421, 13-14=2114/2944,12-13=-273/3071, 10-12=-268/3060 WEBS 4-17=297/418, 4-16=-257/2154, 5-16=-1427/289, 5-15=120/932.6-15=377/125, 7-15=120/932, 7-14=-1427/289, 8-14=257/2154, 8-13=297/418; 3-18=0/292, 9-12=0/292, 3-17=319/70, 9-13=-319/70 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. _0 ESS/0&/, 4).This truss has been designed for a 10.0 psf bottom chord live load nonconcurreM with any other live loads. 5) ' This truss has been designed for live load Q q a of 20.Opsf on the bottom chord in all areas where a rectangle 3 6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. �Q (QN1Q L,n P\ 6) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity bearing of surface. =�C 76428 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=253, —� 10=253. 8) This truss has been designed for a moving concentrated load of 250.01b live and 4.01b dead located at all mid panels and at all panel EXP, 12/31/2016 points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) StandardV 'OFCAL�r"i April 25,2016 Q WARNING - Verfry design paramefens and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 18/03/2015 BEFORE USE. �• Design valid for use only with MlfekO connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall `r building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I eR• is always required for stability and to prevent collapse with possible personal injury and properh, damage. For general guidance regarding the - - -- - - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPil Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312• Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ti -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. see BCS(. 2. Tans bracing must be designed by an engineer. For truss individual lateral braces themselves 2 3 wide spacing, TOP CHORDS may require bracing, or alternative T. I, or Eliminator should be considered. ibracing T i ci-2 c2a WEBS tae 4 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. O �•> ; gym 3 0 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate U eb = property interested i plates 0 AJC from outside a U all other parties. edge of truss. 00 5. Cut members to bear tightly against each other. C7.8 C6-7 CS -6p H BOTTOM CHORDS 6. Place plates on each face of truss at each This Symbol indicates the' g 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. *Plate location details available in MiTek 20/20 software Or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to X to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, sae, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MTekO All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. reaction section indicates joint �� ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable = environmental, health or performance risks. Consult with project engineer before use. Industry Standards: _ ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words and pictures( before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® is not sufficient. DSB-89: Design Standard for Bracing. MiTek SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFGRM.`" ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. i0-'08 Job Truss Truss Type Qty Ply Waggoner ' x6:0 -2-120-2-0t x12:0-9-1 z 0-3-41, [14:0-9-12 0-3-41 LOADING (psf) SPACING 2-0-0 R47143802 WAGGONER AK3 SPECIAL 1 1 Vert(LL) -0.27 13 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.68 13 >484 240 ob a ere ce o t o al Homes, Oroville, CA 95965 7.430 s Jul 25 2013 MiTek Industries. Inc. Sun Apr 24 07:37:49 2016 Page 1 ID:ym isWVGM80FwTmCdntYem9zFvt3-GmaFDcpghySMs?WF9CYuMUgIND8UOK7cGjoeHfzNYFO 10-1-8 18-4-12 1 2-0-0 53 431 Oi- M 3-70-8 I - 3 4-3- -4- 1 0-1-13 0-4-7 Scale = 1:55.3 4x14 = 3x8 = 4x14 = 3.00 12 10-1-8 ll 4-1ff 5 0-7- 2 3.10A 3168 431 5 ' 06-4 Plate Offsets (X,Y): x4:0-2-12.0-2-01, x6:0 -2-120-2-0t x12:0-9-1 z 0-3-41, [14:0-9-12 0-3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) -0.27 13 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.68 13 >484 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.18 Horz(TL) 0.48 8 n/a n/a BCDL 10.0. Code IBC2012/TPI2007 (Matrix) Weight: 133 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-13 oc purlins, except BOT CHORD 2x4 DF No.2 2-0-0 oc purlins (3-7-10 max.): 4-6. WEBS 2x4 DF No.2' 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 (Ib/size) 2=1235/0-5-8 (min. 0-1-8),8=1235/0-5-8 (min. 0-1-8) Max Horz 2=99(LC 6) Max Uplift2=253(LC 8), 8=-253(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3480/410, 3-4=3031/374, 4-5=2797/364, 5-6=2797/364, 6-7=3031/374, 7-8=-3480/410 BOTCHORD 2-16=-276/3090, 115-16=281/3099,114-15=-174/2707, 113-114=245/3239.12-13=-24513239, 11-12=174/2707, 10-11=-281/3099, 8-10=276/3090 WEBS 4-15=37/638, 4-14=51/965, 6-12=51/965, 6-11=-37/638, 3-16=0/324, 7-10=0/324, 3-15=525/93, 7-11=525/93, 5-14=629/75, 5-13=0/330, 5-12=629x5 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wi?h any other live loads.FESS/ON 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Q� '9� fit between the bottom chord and any other members. 6) Bearing at 2, 8 �Q ��ON10 t' CC2 joint(s) considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity P F r�ij capacity of bearing surface. 7) =� 'f 2 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except Qt=1b) 2=253, CU �o C 76428 m 8=253. _r Q Zt� 8) This truss has been designed for a moving concentrated load of 250.01b live and 4.01D dead located at all mid panels and at all panel the Top Chord Bottom Q EXP, 12/31/2016 fT7 points along and Chord, nonconcurrent with any other live loads. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Tq�FOF .. CA1.1 April 25,2016 ®,WARNING - Verfry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only vAth MTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall IN building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the - - - - - -- fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Bu9ding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Carus Heights, CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Tn' Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plate' to both sides of 1. Additionaf stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is ahvays required. See BCSI. 2. Tans bracing'must be designed by an engineer. For themselves 2 3 wide tans spacing, individual lateral braces TOP CHORDS may require bracing, or allemative T, I, or Eliminator should be considered. Ibracing T ci-2 c2a WEBS civ 4 3. Never exceed the design loading shown and never 0 stack materials on inadequately braced trusses. O �•> ; �y� 3 O 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate U >b = property interested i plates 0- ns' from outside a U all other parties. edge of truss. 0C7.8 p 5. Cut members to bear tightly against each other. C6-7 cs s ~ BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the' 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI I. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available In MITek 20/20 software or Upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shag not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Comber is a non-structural consideration and is the width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice ls to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -131 1, ESR -1352, ER -5243, 96048, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 Mile& All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Bel project engineer before use. Industry Standards: ANSI/TPI l : National Design Specification for Metal 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® isnot sufficient. DSB-89: Design Standard for Bracing, MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with o Guide to Good Practice for Handling, POWER r0 PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10-'08 Job Truss Truss Type Oty Ply Waggoner BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-1 oc purlins, except R47163803 WAGGONER AK4 SPECIAL 1 1 WEBS 2x4 DF No.2 parallel grain value using angle grain formula. Building designer should verify Capacity of bearing surface. MiTek recommends that Stabilizers and required cross bracing 7) Provide be installed during truss erection, in accordance with Stabilizer Job Re a ence o do al Endeavor Homes, Oroville, CA 95965 7.430 s Jul 25 2013 MiTek Industries. Inc. Sun Apr 24 07:37:51 2016 Page 1 ID:ymisWVGM8OFwTmCdntYem9zFvt3-C9i?elgPDaO46Jg t GdaMRv13I1 ryU91vj 1 HILYzNYF_ 11-74 18G-5 14-0-0 2-0-0 54J d-7� 04 3 24-12 2-0-12 1512 4.7.8^ 5-4J 280 1-572 0-1.13 Scale = 1:55.3 414 = 3x4 = 11-74 54-3 10.1-8 i it S.a 1 16-4-12 17-t e-9 Y1-7-13 78-0-0 5-0.3 4-85 1-40 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL• 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2012rrP12007 CSI TC 0.81 BC 0.77 WB 0.46 (Matrix) DEFL in (loc) I/deft L/d Vert(LL) -0.24 12-13 >999 360 Vert(TL) -0.60 10-11 >549 240 Horz(TL) 0.44 8 n/a n/a PLATES GRIP MT20 220/195 Weight: 138 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-1 oc purlins, except BOT CHORD 2x4 DF No.1&Btr *Except* 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 2-0-0 oc purlins (3-7-13 max.): 4-6. 12-13: 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.. WEBS 2x4 DF No.2 parallel grain value using angle grain formula. Building designer should verify Capacity of bearing surface. MiTek recommends that Stabilizers and required cross bracing 7) Provide be installed during truss erection, in accordance with Stabilizer U C 76428 y E� 8=253. Installation auide. REACTIONS (Ib/size) 2=1235/0-5-8 (min. 0-1-8),8=1235/0-5-8 (min. 0-1-8) do EXP. 12/31/2016 m points along and nonconcurrent with any other live loads. Max Horz 2=115(LC 6) 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. *' Max Uplift2=253(LC 8), 8=-253(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3533/421, 34=2803/329, 4-5=-2519/330, 56=2519/330, 6-7=2803/329, 7-8=-3533/421 BOT CHORD 2-15=290/3145,14-15=-296/3159,13-14=125/2458,12-13=1 18/2604, 11-12=-125/2458, 10-11=296/3159, 8-10=290/3145 WEBS 4-14=0/1000, 4-13=178/710, 6-12=178/710, 6-11=0/1000, 3-15=0/349, 7-10=0/349, 3-14=753/164, 7-11=-753/164, 5-12=-306/98, 513=306/98 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �FEss/oN 5) ' This truss has been designed for, a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Q� 144 6) Bearing at joint(s) 2, 8 considers to ANSI/TPI 1 to �Q \�ON10 L' 2 parallel grain value using angle grain formula. Building designer should verify Capacity of bearing surface. c7 2 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 2=253, U C 76428 y E� 8=253. � Z :O X 8) This truss has been designed for a moving concentrated load of 250.01b live and 4.01b dead located at all mid panels and at all panel the Top Chord Bottom Chord, do EXP. 12/31/2016 m points along and nonconcurrent with any other live loads. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. *' LOAD CASE(S) Standard April 25,2016 4. WARNING - Verfry des/gn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111 -7473 rev 10/03/2015 BEFORE USE Design valid for use only with MTek® connectors. This design is based only upon parameters shovm, and is for an individual building component, not o truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I e is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - - - fabrication. storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. I6-4 8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ff-in-sixteenths. (Drawings not to scale) Apply plates to both sides Of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSI. T 2. Truss bracing must be designed by an engineer. For 0 - /j 6n 1 2 3 wide truss spacing, Individual lateral braces themselves TOP CHORDS may require bracing, or altemative T, I, or Efiminator T bracing should be considered. T c1-2 C2-3 3. Never exceed the design loading shown and never o stack materials on inadequately braced trusses. ZWEBSNC4 O '�O 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate U = property interested plates 0-'na' from outside a U all other parties. edge Of truss. 0 5. Cut members to bear tightly against each other. C7.8 Cbl CS -6 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the' 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available In MITek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shag not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is o non-structural consideration and is the width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -131 1, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings <��no (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions or this design Iback, words and pictures) before use. Reviewingng pictures alone Plate Connected Wood Truss Construction. ® is not sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER ra PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10208 Ir S. Job Truss Truss Type LOADING (psf) Ply Waggoner DEFL in floc) I/deft Ud PLATES GRIP TCLL 20.0 FIQIY� TC 0.87 R47143804 WAGGONER AMI MONO SCISSOR BC 0.94 1 BCLL 0.0 ' Rep Stress Ina YES WB 0.64 Horz(TL) 0.03 6 n/a n/a Job Reference (optional) o„ate 1.4ao s dm za zurs - i es mausmes, mc. bun Apr z4 ucul:o1 zuio rage i ID:ymisWVGMBOFwTmCdntYem9zFvt3-C9i9elgPDaO46Jgl GdaMRv12tl oFU7mj 1 HILYzNYF_ I -2-0-0 7-1-7 I 13-10-8 2-0-0 7-1-7 6-9.1 1 5x5 II 4 5 M r>, A Seale = 1:41.1 Plate Offsets (X.Y): [3:0-3-0.0-3-01 I -1-I b!t l LOADING (psf) SPACING 2-0-0 5x5 II 4 5 M r>, A Seale = 1:41.1 Plate Offsets (X.Y): [3:0-3-0.0-3-01 I -1-I b!t l LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.87 Vert(LL) -0.20 2-7 >795 360 MT26 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.94 Vert(TL) -0.33 2-7 >493 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.64 Horz(TL) 0.03 6 n/a n/a BCDL 10.0. Code IBC2012/TPI2007 (Matrix) Weight: 59 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 DF No.2 end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS (Ib/size) 6=529/Mechanical, 2=680/0-5-8 (min. 0-1-8) Max Horz 2=211(LC 5) Max UpHR6=103(LC 8), 2=-150(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1272/163, 4-6=304/62 . BOT CHORD 2-7=-213/1094, 6-7=217/1084 WEBS 3-7=0/400, 3-6=978/228 ' NOTES 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at Joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical OFESSIO/v 4/ connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except fjt=lb) 6=103, Q� 2=150. 7) This truss has been designed for c<O' ONIO a moving concentrated load of 250.Olb live and 4.0Ib dead located at all mid panels and at all panel n points along the Tap Chord and Bottom Chord, nonconcurrent with any other live loads. 9)CJ 0 J C 76428' 7 LOAD CASE(S) Standard EXP. 12/31/2016 * ” �TFOFCALI ` Anril 9s; q(Y1F QWARNING - Veriry design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11-7473 rev. 10/03/1015 BEFORE USE. �• Design valid for use only with pNTekV connectors. This design is based only upon parameter, shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Qis a ✓als required for stabilityand to prevent collapse with possible personal injury andproperty damage. For general guidance regarding the • - fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI,'TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane SaletyInformation available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandra, VA 22314. - Suite 109 Citrus Hei hts CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 6 4 8 dimensions shown in N -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates f0 both sides Of truss I. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or X -bracing, is otways required. See BCSI. T 10 0' h 2. Trus bracing must be designed by an engineer. For truss individual lateral braces themselves 6 1 2 3 . wide spacing, TOP CHORDS may require bracing, or alfemative T, 1, or Eliminator bracing should be considered. T i i ci-2 cza WEBS 4 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. O �•� 3 gym ; O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U eb = designer, erection supervisor, property owner and plates 0 -'AJ' from outside s+ a_ U all other interested parties. edge of truss. n_ 5. Cut members to bear tightly against each other. cza cd� cs 6 O BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the' 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI I. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. Plate location details available in MITek 20/20 SOttWarC or upon request. 8. Unless otherwise nosed, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. . AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted, this design is not applicable for PLATE SIZE use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non structural consideration and is the width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 15. Connections not shown are the responsibility of others. 16. Do not cut or atter truss member or plate without prior 4e�� (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved approval of on engineer. reaction section indicates joint �� ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable — — environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back. words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® is not sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER Ta PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10-'08 Job Truss Truss Type Qty PlyWaggoner [6 PLATES GRIP TCLL 20.0 d 9 5 R47143805 WAGGONER J1 JACK 2 1 Vert(TL) -0.06 5-6 >816 240 � + Rep Stress Incr YES ob Reference (optionall -z-all 2-0.0 1 6.00 12 2 - am zo zu w .—K mausmes, I oun `spr - uta voz cu io rage r ID;ymisWVGM8OFwTmCdntYem9zFvt3-hLFOser1 twxkSFDgL6bz61NhRGJDjl2yh0ts_zNYEz 1-11-11 1-11-11 Scale = 1:15.8 3.5 II 3 4 8 6 1.5x4 II 2x4 = LOADING (psf) xt SPACING 2-0-0 CSI DEFL in [6 PLATES GRIP TCLL 20.0 d 9 5 LOADING (psf) xt SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.22 Vert(LL) -0.05 5-6 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.06 5-6 >816 240 BCLL , 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) -0.00 3 n/an/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 15 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD • Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.2 recommends that Stabilizers and required cross bracing [MiTek nstalled during truss erection, in accordance with Stabilizer stallation guide. REACTIONS (Ib/size) 2=245/0-5-8 (min. 0-1-8), 5=34/Mechanical, 3=68/Mechanical Max Horz 2=72(LC 8) Max Uplift2=140(LC 8) Max Grav 2=334(LC 18), 5=288(LC 23), 3=338(LC 19) FORCES (Ib) - Max Com /Max Ten - All forces 250 (Ib or le—h h^ ^ p. ) s ecep wen s WEBS 3-6=0/340 NOTES 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=140. 6) This truss has been designed for a moving concentrated load of 250.01b live and 4.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard Q�pF ESSIQ/V ON10 tiF c� 2 Co C 76428 z c v EXP, 12/31/2016 ^� �t 1k QFCA April 25,201 ,WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameter; and properly incorporate this design into the overall `r building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracingBR' _ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property s/' Center plate on joint unless x, y a offsets are indicated.b 4 8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ff-in-sixteenths. �� (Drawings not to scale) Apply plates t0 both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is atways required. See BCSI. 1 2. Tens bracing must be designed by an engineer. For truss individual lateral braces themselves 611 1 2 3 wide spacing, TOP CHORDS may require bracing, or alternative T, I, or Eliminator T bracing should be considered. T C1-2 c2-3 WEBS cz, 4 3. Never exceed the design looding,shown and never o stack materials on inadequately braced trusses. O �•> ; �y� ; O 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate U eb . = property interested plates 0 �n6' from outside o- �` U all other parties. edge Of truss. Cut members to bear tightly against each other. C7-8 C6-7 C5.65. 0 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the' g 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI I. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. Plate location details available In MITek 20/20 software or upon request. 8. Unless olhervvise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shag not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to x to slots. Second dimension is camber for dead bad deflection. the length parallel t0 slots. 11. Plate type, sae, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and sae, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but C 2006 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. reaction section indicates joint �� ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards:" - ANSI/TPI l : National Design Specification for Metal 19. Review all portions or this design Ing pi back. words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® isnot sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER ro PERFORM.'" ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. M7ek Engineering Reference Sheet: MII-7473 rev. 1020. 8 Job Truss Truss Type Oty Ply Waggoner PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.39 Vert(LL) -0.03 2-6 >999 360 847143806 WAGGONER J2 JACK 2 1 BCLL 0.0 ` Rep Stress Incr YES WB 0.06 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 ob Reference o do al �nveawr Homes, vrovwe, i.n eonw m .o cu is mi i eK muusmnes, Inc. aun np- - -- .. .... rngn ID:ymisWVGM8OFwTmCdntYem9zFvt3-hLFOser1 twxkSFDgL6bz61K_RHtDjo2yh01s_zNYEz I. -240 F 36.0 13.11-11 I 2-0-0 36.0 O -s11 Scale = 117.2 4 1d 640 6-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.39 Vert(LL) -0.03 2-6 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.03 2-6 >999 240 BCLL 0.0 ` Rep Stress Incr YES WB 0.06 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 19 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc pudins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.2 Tek recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer Fbeln, tallation uide. REACTIONS (Ib/size) 2=302/0-5.8 (min. 0-1-8), 5=16/Mechanical, 3=155/Mechanical Max Horz 2=106(LC 8) Max Uplift2-115(LC 8), 5=-21(LC 20),3-1 1(LC 5) Max Grav 2=372(LC 18), 5=270(LC 23), 3=354(LC 19) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-6=0/325 NOTES 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate' grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of w'rhstanding 100 Ib uplift at joint(s) 5, 3 except Qt=1b) 2=115. 6) This truss has been designed for a moving concentrated load of 250.Olb live and 4.Olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. ESSIONZ LOADCASE(S) Standard Q�QF y�Fific� ��O P�(ONIO C-3 0, �z J C 76428 EXP. 12/31/2016 ^� s'T CIVIC �T'OFCAI.F�� April 25,2016 14 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111. 7473 rev. 10/03/2015 BEFORE USE.. Design valid for use only with MTekS connectors. This design is based only upon parameters shovm, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall• building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MMM 1i 1Te_II_l•_ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - -- - fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Infonnafion available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. I6-4 8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both Sides Of irU55 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is ahvays required. See BCSI. 1 w 2. Truss bracing must be designed by an engineer. For 2 3 wide truss spacing, individual lateral braces themselves TOP CHORDS may require bracing, or altemaiive T, I, or Eliminator bracing should be considered. T I ci-2 cz� WEBS 4 3. Never exceed the design loading shown and never 0 v stack materials on inadequately braced trusses. O �'� �y� ; 0 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate U >b property interested plates 0 -'Ag' from outside 0- �' U all other parties. edge of truss. O p 5. Cut members to bear tightly against each other. C7-8 C6-7 C516 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the' 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI I. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. Plate location details available In MITek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% of time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressty noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice ls to to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate. type, size. orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 H. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MiTekO All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or atter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable -- environmental, health or performance risks. Consult with project engineer before use. Industry Standards: -- ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design ( back. words and pictures) before use. Reviewingnn pictures alone Plate Connected Wood Truss Construction. ® isnot sufficient. DSB-89: Design Standard for Bracing, MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER rO PERFORM.'" ANSI/TPl 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10208 Job Truss Truss Type Qty DEFL Waggoner (loc) I/deft Ud TCLL 20.0 JPlyI 847143807 WAGGONER J3 JACK 2 1 360 TCDL 10.0 Lumber Increase 1.25 BC 0.54 Vert(TL) Job efe ence o do al cnaeavor names, vrmue, vA vaso* r.gsu s dui do dura mi i es maustnes, mc. sun Apr z4 ur:v:sz zurs eager ID:ymisWV GM8OFwTmCdntYem9zFvt3-hLFOser1_tWxkSF DgLGbz61J PREj DjJ2yh01s_zNYEz -2 0. 31r0 - 511-11 2-0.0 3-Cr0 2-511 Scale = 1:22.1 4 60-0 so -0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.50 Verl(LL) -0.09 2-6 >723 360 TCDL 10.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.16 2-6 >41.7 240 ' + BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.01 4 n/a n/a ' BCDL 10.0 Code IBC2012rrP12007 (Matrix) Ib - PLATES GRIP MT20 220/195 Weight: 23 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 4=121/Mechanical, 2=384/0-5-8 (min. 0-1-8), 5=74/Mechanical Max Horz 2=128(LC 8) Max UpliR4=38(1_C 8), 2=112(LC 8) Max Grav 4=309(LC 21), 2=420(LC 19), 5=303(LC 25) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom Chord live load nonconcurrenl with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom Chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt=lb) 2=112. 6) This truss has been designed for a moving concentrated load of 250.Olb live and 4.0Ib dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Q�pFESS/O/Vq! ONIO 2 �5D C 76428 7 v EXP. 1122/31/2016 m C I V I - ��OFCP& April 25,2016 ,WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTekm connectors. This design Is based only upon parameters shown, and is for an individual building component. not A• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall IYI" Building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing '- 8 is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the - - - - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 108 Citrus Heights, CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property s/a Center plate on joint unless x, y offsets are indicated. I6 4 8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to stole) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x-bracing, is always required. See BCSI. 0.1/1 n 2. Tens bracing must be designed by an engineer. For braces themselves 6 1 2 3 wide truss spacing, individual lateral TOP CHORDS may require bracing, or alternative T. I, or Eliminator bracing should be considered. T I I ci-z csa WEBS ca, 4 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. O �•� �y� 30 0 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate U sb property interested plates 0-'AJ' from Outside o U all other parties. edge of truss. O p 5. Cut members to bear tightly against each other. cs•s 0 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the' g 7 6 .5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. ' Plate location details available In MiTek 20/20 Software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shop not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice ls to X to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, sae, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 96048, specified. l by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER-3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless othervvise noted. BEARING Indicates location where bearings 15. Connections not shown are the responsibility of others. 16. Do not cut or alter taus member or plate without prior IQ�no (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved approval of on engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable - - environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front back. words and picfficie before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® isnot sufficient. DSB-89: Design Standard for Bracing. MiTek SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10-'08 Job Truss Truss Type I PlyWaggoner 1 Job Truss Truss Type Qty PlyWaggoner 1 PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 - R47143808 WAGGONER J4 JACK � 2 .1 BC 0.54 Vert(TL) -0.17 2-7 >413 240 BCLL 0.0 ' Jo Refe a ce o lional cnaeavor Homes, urovine. VA uowbb /AJU s Jul ;db ZUl J MI I eK Inaustrles, Inc. bun Apr Z4 U/:J/:bJ ZUIb rage i ID:ym isW VGM80FwTmCdntYem9zFvt3-9Xpm3zsflBeoLcgQ02dq WKrU9gawyAZCALmrPQzNYEy -2-0.0 I 3-6-0 2.0.0 31i-0 1-10 1-11-11 o SPACING 2-0-0 CSI DEFL in 1 g 6.0.0 6.0-0 Scale = 1:27.3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.10 2-7 >717 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.17 2-7 >413 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.02 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IBC2012rrP12007 (Matrix) Weight: 26 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.2 recommends that Stabilizers and required cross bracing riTek installed during truss erection, in accordance with Stabilizer stallation guide. REACTIONS ' All bearings 0-58 except Qt=length) 5=Mechanical, 6=Mechanical. (lb) - Max Horz 2=157(LC 8) MaxUplift All uplift 100 Ib or less at joints) 5, 2, 4 Max Grav All reactions 250 Ib or less at joint(s) except 5=274(LC 23), 2=420(LC 20), 6=303(LC 27), 4=328(LC 22) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown., NOTES 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 2, 4. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. 7) This truss has been designed for a moving concentrated load of 250.01b live and 4.Olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Q�OFESS/o/V =��0 ONIO h,'P2Z P F C-) G 76428 z cr v EXP. 12/31/2016 CIV11. OF(`A April 25,2016 QWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03110/5 BEFORE USE. ®' Design valid for use only with MOekS connectors. This design is based only upon parameters shovm, and is for an individual building component, not FC= a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing . is cKvays required for stability and to prevent collapse Wth possible personal injury and property damage. For general guidance regarding the - - -- - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rPil Quality Cdteda,. DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Informatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property � s/4 Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides Of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For lateral braces themselves 2 3 wide truss spacing, Individual TOP CHORDS may require bracing, or altemative T. I, or Eliminator bracing should be considered. T t t ci-z c2a WEBS �a, 4 3. Never exceed the design loading shown and never 0 stack materials on inadequately braced trusses. O �•� ; ��� 3 O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate O sip 0 designer, erection supervisor, property owner and plates 0 -'Al' from outside P C v all other interested parties. edge of truss. 0 a_ 5. Cut members to bear tightly against each other. C2� �r cs-c O 0 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the' 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI I. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/rPl 1. ' Plate location details available In MITek 20/20 software Or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shop not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is o non-structural consideration and is the width measured perpendicular 4 4 responsibility of truss fabricator. General practice is to x 10 slots. Second dimension is camber for dead load deflection. the length parallel to Slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing of 10 it. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior. (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved approval of on engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. . 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with —' project engineer before use. Industry Standards: ANSI/TPI l : National Design Specification for Metal 19. Review all portions of this design (front, back. words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® isnot sufficient. DSB-89: Design Standard for Bracing. MiTek SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER r0 PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10208 Job Truss Truss Type Qty Ply we (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase R47143809 WAGGONER - J5 JACK 2 1 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.17 2-7 >413 240 Job Reference a tional umcaw, nmuen, anvv, e, �.M nonoa /.44u s JUI zo zul3 MI i ex Inausines, Inc. bun Apr z4 u"I:." Zu1b rage 1 ID:ymis WVGM80FwTm CdntYem9zFvt3-9Xpm3zsflBeoLcgQO2dgWKrT4qawyAZCALmrPQzNYEy zao } 3s0 I boa st1-1t 2-0-0 360 2-. 3.11-11 Scale = 1:32.4 B 5 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.56 Vert(LL) -0.10 2-7 >717 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.17 2-7 >413 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.02 Horz(TL) 0.0.1 4 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 29 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 ' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 1 D -D -O oc bracing. WEBS 2x4 DF. No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 0-5-8 except (jt=length) 5=Mechanical, 6=Mechanical. (lb) - Max Harz 2=187(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 5, 2, 4 Max Grav All reactions 250 Ib or less at joint(s) except 5=294(LC 23), 2=420(LC 20), 6=303(LC 27), 4=348(LC 22) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vuh=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate - grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 2, 4. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. 7) This truss has been designed for a moving concentrated load of 250.01b live and 4.Olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Q�PFESSIOAI C-0 �pNlO U C 76428 z M o: o EXP, 12,(31/2016 ^� * 'e'd .� T - ADM 25.2016 WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NII -7473 rev. 14103/2015 BEFORE USE. Design valid for use only with MiTekm connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overal building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing AN.is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/1PH Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. - - Suite 109 Citrus Heights, CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. I6-4 8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drowings not to stole) Apply plates to both sides Of truss i. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or X -bracing, is atways required. See SCSI. 1 0' /16�. 2. Truss bracing must be designed by an engineer. For lateral braces themselves 1 2 3 wide truss spacing, individual TOP CHORDS may require bracing, or atlemative T. I, or Eliminator bracing should be considered. T ci-s C2 -3T WEBS 3. Never exceed the design loading shown and never o stack materials on inadequately braced trusses. O •� ; ��O4. NC Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 Orientation, locate U = property plates 0 'nd' fromOutside a CJ all ocher interested parties. edge Of truss. a- S. Cut members to bear tightly against each other. 00 c» C6-7 cs c BOTTOM CHORDS 6. Place plates on each face.ot truss at each This symbol indicates the' 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available In 1120/20 SOttWar@ Of Upon f@qU@3t. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shag not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice ls to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -131 1, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 15. Connections not shown are the responsibility of others. 16. Do not cut or atter truss member or plate without prior Ono (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards' =— ANSI/TPI l : National Design Specification for Metal 19. Review all portions of this design back, words and pictures) before use. Reviewinginn pictures alone Plate Connected Wood Truss Construction. ® is not sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER rO PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10208 Job Truss 2-0-0 0ty Ply aggoner'R47143810 (loc) I/defl 7russpe TCLL 20.0 L WAGGONER J6 2 1 >717 360 TCDL 10.0 Lumber Increase 1.25 bRefe once o do al o.�cc.... ..c ,v. w. ic...n waves m <o a w mi i ort mausmes, mc. oun NPr en ursran cu"o rage " ID:ymisW VGM80FwTmCdnlYem9zFvl3-dkNBHJsI W Vmfzm Pcym833XNelEw9hdpLP9VPxtzNYEx -2-0-0I 3-(r0 11-11-11 2-0.0 3-6-0 2$0 5-11-11 1 6 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) -0.10 2-8 >717 360 TCDL 10.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.17 2-8 >413 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.02 Horz(TL) 0.01 4 n/a n/a PC1i BCDL 10.0 Code IBC20121TP12007 (Matrix) o EXP, 1 31/2016 m LUMBER � BRACING April 25,2016 I� Scale = 1:37.5 PLATES GRIP MT20 220/195 Weight: 32 Ib FT = 20% TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2x4 DF No.2 Fin, Tek recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer REACTIONS tallation guide. ' t All bearings 0.5.8 except (jt=length) 6=Mechanical, 7=Mechanical. (lb) - Max Horz 2=216(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 6, 2, 7, 4, 5 Max Grav All reactions 250 Ib or less at joint(s) except 6=274(LC 25), 2=420(LC 21), 7=303(LC 29), 4=348(LC 23), 5=314(LC 24) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. - NOTES 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 2, 7, 4, 5. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 5. 7) This truss has been designed for a moving concentrated load of 250.01b live and 4.Olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Q?�OFESS10.104 0 NIO PC1i C76 28 z o EXP, 1 31/2016 m S1T,gT IVI � 'OFC A1.� April 25,2016 QWARNING - Verity, design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. �• Design valid for use only with MITekS connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameter and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing e' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - -- - fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Qualify Criteria, DSB-89 and BC51 Building Component 7777 Greenback Lane Safety Informatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Citrus Heights. CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION ANb ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 1 6-4-8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is atways required. See SCSI. 1 n �' h 2. Truss.brocing must be designed by an engineer. For truss individual lateral braces themselves 6 1 2 3 wide spacing, TOP CHORDS may require bracing, or aBemative T, I, or Eliminator should be considered. cr-z C-2-3bracing 4 Czo 3. Never exceed the design loading shown and never inadequately braced trusses. o stack materials on O �•> ;; rX7 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate U ey y = property interested plates 0 -'Ag' from Outside o- �' u U all other parties. edge Of IrUSS. CL 5. Cut members to bear tightly against each other. r- C7-8 c6-7 cs-s O H BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 oint and embed fully. Knots and wane at joint locations required direction of slots in are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from ' the environment in accord with ANSI/TPI 1. Plate location details available in MITek 20/20 software Of Upon request. 8. Unless otherwise nosed, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 v responsibility of truss fabricator. General practice ls to /` to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, sae, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size. and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -131 1, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purrins provided at output. Use T. I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of on engineer. reaction section indicates joint �� ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: - ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design ng back, words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® isnot sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER rO PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 14'08 Job Truss Truss Type Oty Ply W Plates Increase 1.25 TC 0.57 TCDL 10.0 R47143811 WAGGONER J7 JACK 1 1 YES WB 0.02 BCDL 10.0 Code IBC2012lrP12007 (Matrix) Job Refere ce (optional �........................ .,,,,.,,,�...,, .......... „�, c Mayr ID:ymisWVGM80FwTmCdntYem9zFvt3�kN8HJsIWVmfzmPcym833XNelEw9hdpLP7VPxtzNYEx -2-0-0 3.6.0 I 6�0 I 13.10.15 - 2-0-0 3.6.0 2fir0 7-10-15 Scale = 1:42.5 6 1.5x4 II LOADING (psf) SPACING 2-0.0CSI I/deft TCLL 20.0 Plates Increase 1.25 TC 0.57 TCDL 10.0 Lumber Increase 1.25 BC 0.54 BCLL 0.0 ' Rep Stress Incr YES WB 0.02 BCDL 10.0 Code IBC2012lrP12007 (Matrix) LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.10 2-8 >717 360 MT20 220/195 Vert(TL) -0.17 2-8 >413 240 Horz(TL) 0.01 6 n/a n/a Weight: 35 Ib FT = 20% BRACING 1 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. All Dearings u-to-ts except Ot=lengtn) b=Mecnanlcal, 7=Mechanical. - (lb) - Max Harz 2=245(LC 8) Max Uplift All uplift 100 Ib or less at joints) 4, 6, 2, 7 except 5=112(!-C 8) Max Grav All reactions 250 Ib or less at joint(s) except 4=348(LC 23), 6=293(LC 25), 2=420(LC 21), 7=303(LC 29), 5=333(LC 24) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psi; BODL=4.2psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. ll; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 6, 2, 7 except Qt=1b) 5=112. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 5. 7) This truss has been designed for a moving concentrated load of 250.Olb live and 4.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASES) Standard Q�pFESS/oAt 10 P F � C 76428 z r v * � E:R 12/3112016 s'T C�V�0� �P �TFOF April 25,2016 QWARNING - VenYy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MilekO connectors. This design is based only upon parametersshown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is aMvys required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the - fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/i PIl Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Citrus Heights. CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets ore indicated. I6 4-8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss I. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is otways required. See BCSI. 1 2. Trus bracing must be designed by an engineer. For 0' /16" 1 2 3 wide truss spacing, individual lateral braces themselves TOPCHORDS may require bracing, or aBemative T, I, or Eliminator T bracing should be considered. T ci-s C2-3 WEBS4 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. O > O 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate v >� y = property interested plates 0 -'Ag' from outside a- �' u Uall other parties. edge of truss. 00 p 5. Cut members to bear tightly against each other. C7-8 C6.7 C15-6 0 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indiccites the' 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. ' Plate location details available In MITek 20/20 SOftWaf@ or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shag not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Comber is a non-structural consideration and is the width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, sae. orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved approval of an engineer. reaction section indicates joint �� ® number where bearings occur.. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, heolth or performance risks. Consult with -- project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back. words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® is not sufficient. OSB -89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER ra PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10208 s a� Jbb Truss Truss Type Qty PlyWaggoner 20.0 Plates Increase 1.25 TC 0.50 TCDL 10.0 R4714MI2 WAGGONER .RAI BC 0.00 CAL -RAFTER 2 1 NO WB 0.00 BCDL 10.0 Code IBC2012/TP12007 (Matrix) Job Reference o tional Endeavor Homes, Oroville, CA 95965 - 7.430 s Jul 25 2013 MiTek Industries, Inc. Mon Apr 25 07:48:31 2016 Page 1 I D:ymisWVGM8OFwTmCdntYem9zFW3-vSg WcDIT7badlrst2jBEMdhfoNfE5k5RXkglMazND7_ -2-9.15 8-5.13 11-8-1514-4.6 12 2- 19-9-9 2-9-15 8-5-13 3-3-2 2-7-8 2-9-15 2-7-3 ` LOADING (psoSPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.50 TCDL 10.0 Lumber Increase 1.25 BC 0.00 BCLL 0.0 Rep Stress Incr NO WB 0.00 BCDL 10.0 Code IBC2012/TP12007 (Matrix) DEFL in (loc) I/deft Ud Vert(LL) -0.15 2-4 .>702 360 Vert(TL) -0.19 2-4 >557 240 Horz(TL) -0.01 7 n/a n/a PLATES GRIP MT20 220/195 Weight: 45 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 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 0-3-0 except Qt=length) 8=0-5-8, 2=0-5-8. (lb) - Max Horz 2=247(LC 8) Max Uplift All uplift 100 Ib or less at joints) except 8=-367(LC 8), 2=148(1-C 8), 4=120(LC 8), 7=333(1-C 8), 6=306(LC 8), 5=-109(LC 8) ` Max Grav All reactions 250 Ib or less at joint(s) except 8=1487(LC 1), 2=440(LC 1), 4=337(LC 23), 7=1394(LC 1), 6=1338(LC 1), 5=336(LC 24) ` FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. , NOTES 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 3) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1, angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 367 Ib uplift at joint 8, 148 Ib uplift at joint 2, 120 Ib uplift at joint 4, 333 Ib uplift at joint 7, 306 Ib uplift at joint 6 and 109 Ib uplift at joint 5. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 8, 4, 7, 6, 5. 6) This truss has been designed for a moving concentrated load of 250.Olb live and 4.0lb dead located at all mid panels and at all panel points along the Top.Chord and Bottom Chord, nonconcurrent with any other live loads. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 11 Ib down and 63 Ib up at 5-8-3, 11 Ib down and 63 Ib up at 5-8-3, 17 Ib down and 48 Ib up at 8-6-2, 3 Ib down and 46 Ib up at 8-6-2, 78 Ib down and 81 Ib up at 11-4-1, 1175 Ib down and 274 Ib up at 14-2-0, 49 Ib up at 14-2-0,1175 Ib down and 274 Ib up at 16-11-15, 59 Ib down and 77 Ib up at 16-11-15,1235 Ib down and 253 Ib up at 19-6-13, and 59 Ib down and 28 Ib up at 19-6-13, and 117 Ib down and 55 Ib up at 22-6-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 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 + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-8=60 • Q�OFESSIONq�. P�(ONIO C 76428 PZ m EXP, 12/31/2016 A. i '* TFOF April 25,2016 wiuurucu un Nayc QWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M71.7473 rev. 10/03/3015 BEFORE USE. O• Design valid for use only with MiTekO connectors. This design B based only upon parameters shown, and Is for an individual building component, not ^a a friss system. Before use, the building designer must verify the applicability of design parameter, and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing P ' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - fabdication, storage. delivery. erection and bracing of trusses and truss systems. see ANSIITP11 Quality Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. - Suite 109 Citrus Heights, CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. I6-4 8 dimensions shown in 11 -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plate 5 t0 both sides Of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSI. I „ 0' h 2. Truss bracing must be designed by an engineer. For truss individual lateral braces themselves 6 1 2 3 wide spacing, TOP CHORDS may require bracing, or alternative T. I, or Eliminator bracing should be considered. T I I CI -2 c7a WEBS �s, 4 3. Never exceed the design loading shown and never o stack materials on inadequately braced trusses. O T •� ��� 3 4. Provide copies of this truss design to the building For 4 x 2 orientation, (OCOte U ey y designer, erection supervisor, property owner and Plates 0 -'AJ' from outside 0- all other interested parties. edge Of truss. a 5. Cut members to bear tightly against each other. c7-8 cbr cs c 0 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the'8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI I. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location detalls available In MITek 20/20 software Or Upon f@qU@St. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved approval of an engineer. reaction section indicates joint �� ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (from, back. words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® is not sufficient. DSB-89: Design Standard for Bracing. MiTek SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER Ta PERFORM." ANSI/TPI 1 Quality criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10-'08 r� • Truss jr Qty Ply Waggoner 847143812 AGGONER Ic CAL -RAFTER 2 1 Job Reference (optional) Endeavor Homes, Oroville, CA 95965 7.430 s Jul 25 2013 MiTek Industries, Inc. Mon Apr 25 07:48:31 2016 Page 2 I D:ymisW VGM8OFwTmCdntYem9zFW3-vSg WcDIT7badlrst2jBEMdhfoNfE5k5RXkg WIazND7_ LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 8=1412(B=177) 4=-20(F=-17, B=3) 7=1235(6=-59) 6=-1175(B=1) 5=-78(B) 10=47(F=23, B=23) bb Truss Truss Type Qty Ply Waggoner 847143812 AGGONER RAI CAL -RAFTER 2 1 Job Reference (optional) a w � - � t 4 QWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mile& connectors. This design is based only upon parameters shown, and is for an individual building component, not AA•• prQ■ o truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is aMmys required for stability and to prevent collapse Wth possible personal injury and property damage. For general guidance regarding the - - - - - - - fabricaiion, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Cdtedo, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 i Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property s/a Center plate on joint unless x, y offsets are indicated.� 6 4 8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. � (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or X -bracing, is alwdys required. See BCSI. T n /16 2. Tens bracing must be designed by an engineer. For truss individual lateral braces themselves j 2 3 wide spacing, TOP CHORDS may require bracing, or oltemative T, I, or Eliminator bracing should be considered. T ci-s c2a WEBS 4 3. Never exceed the design loading shown and never o Czo stack materials on inadequately braced trusses. O �•� `1 ; 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate U >p y property interested plates 0- rod' from Outside 0- �' U all other parties. edge Of truss. o_ 5. Cut members to bear tightly against each other. cra co -r cs-c O BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the'8 7 6 5 joint and embed fully. Knots and wane at joint 1. required direction of slots in locations are regulated by ANSI/TPI connector plates. 7. Design assumes trusses will be suitobty protected from the environment in accord with ANSI/TPI 1. ' Plate location details available In MITek 20/20 SOttWaf! Or Upon r@QU@St. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fireretardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a nonstructural consideration and is the width measured perpendicular 4 responsibility of truss fabricator. General practice is to X to slots. Second dimension is camber for dead bad deflection. the length parallel to Slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS I Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings <�no. (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. reaction section indicates joint �� ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with — project engineer before use. Industry Standards: _ ANSI/TPI l : National Design Specification for Metal 19. Review all portions of uses design from, back. words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® is not sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER ro PERFORM." ANSIAPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10208 �, Job Truss Truss Type - Qty PlyWaggoner 1 • R47143813 WAGGONER SJ1- JACK 2 1 DEFL in floc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase big e e ce(o tional - wr ^P<w ucocaa cu ro rage i ID:ymisWVGM8OFwTmCdntYemgzFvt3-5wxWUfIwHovWbw oVTflbWuweLMQ3OVefFyTJzNYEw -2-0-0 I 1-11-11 2-0.0 1-11-11 Scale= 1:12.2 3 1 - wr ^P<w ucocaa cu ro rage i ID:ymisWVGM8OFwTmCdntYemgzFvt3-5wxWUfIwHovWbw oVTflbWuweLMQ3OVefFyTJzNYEw -2-0-0 I 1-11-11 2-0.0 1-11-11 Scale= 1:12.2 3 RCMI. r Iur4b (lb/size) 2=265/0-5-8 (min. 0-1-8),4=19/0-5-8 (min. 0-1-8), 3=-10/Mechanical Max Harz 2=72(LC 8) Mak Uplift2=128(LC 8), 3=-10(LC 1) Max Grav 2=355(LC 18), 4=273(LC 21), 3=251(LC 19) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate - grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 Ib uplift at joint 2 and 10 Ib uplift at joint 3. 6) This truss has been designed for a moving concentrated load of 250.01b live and 4.Olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Q�pFESSIO/v C(ONIO C 76428 z civic �TFOFCAk April 25,2016 QWARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473rev. 10/0311015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not R a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - FIR Is always required for stability and to prevent collapse With possible personal injury and properly damage. For general guidance regarding the - - -- - - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 ., Citrus Heights, CA 95610 2-0-0 2-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.22 Vert(LL) -0.01 2-4 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.23 l Vert(TL) -0.01 2-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 TIM rite BCDL 10.0 Code IBC2012/TPI2007 (Matrix) • Weight: 9 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2x4 DF No.2 ` BOT CHORD Rigid ceiling directly applied or 10-D-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing - be installed during truss erection, in accordance with Stabilizer IncblhYinn n,AA- RCMI. r Iur4b (lb/size) 2=265/0-5-8 (min. 0-1-8),4=19/0-5-8 (min. 0-1-8), 3=-10/Mechanical Max Harz 2=72(LC 8) Mak Uplift2=128(LC 8), 3=-10(LC 1) Max Grav 2=355(LC 18), 4=273(LC 21), 3=251(LC 19) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate - grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 Ib uplift at joint 2 and 10 Ib uplift at joint 3. 6) This truss has been designed for a moving concentrated load of 250.01b live and 4.Olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Q�pFESSIO/v C(ONIO C 76428 z civic �TFOFCAk April 25,2016 QWARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473rev. 10/0311015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not R a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - FIR Is always required for stability and to prevent collapse With possible personal injury and properly damage. For general guidance regarding the - - -- - - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 ., Citrus Heights, CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSI. 1 if 2. Tans bracing must be designed by an engineer. For 0-/1 6 1 2 3 wide truss spacing, individual lateral braces themselves TOP CHORDS may require bracing, or altemative T. 1, or Eliminator bracing should be considered. T c1-2 c2-3 WEBS �a, 4 3. Never exceed the design loading shown and never 0 stack materials on inadequately braced trusses. O u •� 3 �y� 3 w O= 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate U sp property interested plates 0- W' from Outside a U all other parties. edge Of truss. 0 5. Cut members to bear tightly against each other. C7-8 C6-7 cs 6 O BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the • 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI I. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available In MITek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 responsibility or truss fabricator. General practice ls to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, sae, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL. BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -131 1, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110,84-32, 96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 fl. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review to portions or se design (front, pi back. words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® is not sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER T -a PERFORM.' ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10208 cnaeawr nomes, umvine, uA nouoo H 1.4JU S JUI LO LU1J MI I ex InaUSines, Inc. ,un Apr L4 U/:Jl:bb LU1b nage 1 ID:ymisWVGM8OFwTmCdntYem9zFvt3-Z6Vuh?uY161NC4Z?3AAX8yT?i2hb9WgetJ VOIzNYEv -2-0-02-0-0 3-11-11 2-0-0 2-0-0 1-11-11 3 Seale = 1:17.4 I� Truss Truss Type Qty Ply Waggoner IJob N Vert(LL) -0.01 2-4 >999 360 MT20 220/195 TCDL 10.0 847143814 WAGGONER SJ2 JACK 2 1 WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC20121TPI2007 (Matrix) Job Reference (optional) cnaeawr nomes, umvine, uA nouoo H 1.4JU S JUI LO LU1J MI I ex InaUSines, Inc. ,un Apr L4 U/:Jl:bb LU1b nage 1 ID:ymisWVGM8OFwTmCdntYem9zFvt3-Z6Vuh?uY161NC4Z?3AAX8yT?i2hb9WgetJ VOIzNYEv -2-0-02-0-0 3-11-11 2-0-0 2-0-0 1-11-11 3 Seale = 1:17.4 I� SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP 0 Plates Increase 1.25 N Vert(LL) -0.01 2-4 >999 360 MT20 220/195 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.01 2-4 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.23 Veri(TL) -0.01 2-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC20121TPI2007 (Matrix) Weight: 12 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 DF No:2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer " Installation uide. REACTIONS (Ib/size) 3=77/Mechanical, 2=287/0-5.8 (min. 0-1-8), 4=19/Mechanical Max Horz 2=99(LC 8) Max Uplift 3=27([_C 8), 2=116(LC 8) Max Grav 3=280(LC 19), 2=362(LC 18), 4=273(LC 21) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES ' 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=411; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom Chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 27 Ib uplift at joint 3 and 116 Ib uplift at joint 2. 6) This truss has been designed for a moving concentrated load of 250.Olb live and 4.0Ib dead located at all mid panels and at all panel ' points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. ro LOAD CASE(S) Standard Q�QFESS/O�q` a(ON10 C 76428 m _.cc z� 0 EXP. 12/31/2016 m T�rFOFCA.� 1 April 25,2016 QWARNING - Verfy design paremetera and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10103/2015 BEFORE USE. ' Design valid for use only `•`nth Mitek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component j3 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 Citrus Het hts CA 95610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss and fully embed teeth. Numbering System 6-4-8 dimensions shown in ft -in -sixteenths (Drawings not to scale) 2 TOP CHORDS q For 4 x 2 orientation, locate U plates 0 -'ns' from outside a_ edge of truss. This symbol indicates the' required direction of slots in connector plates. ' Plate location details available In MITek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 X 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: . Design Standard for Bracing. BCSI: Building Component Safety Information. Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. BOTTOM CHORDS 8 .. 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC -ES Reports: ESR -1311, ESR -1352, ER -5243, 96048, 95-43, 96-31, 9667A NER-487, NER-561 95110, 84-32, 96-67, ER -3907,9432A AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X -bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing. individual lateral braces themselves may require bracing, or alternative T. I, or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 0 O4. Provide copies of this truss design to the building = designer, erection supervisor, property owner and U all other interested parties. 0 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. © 2006 MiTek® All Rights Reserved Q 0 POWER r0 PERFORM." MTek Engineering Reference Sheet: Mll-7473 rev. 10-'08 9. Unless expressly noted. this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead bad deflection. - - 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purfins provided at ' spacing indicated on design. 14. Bottom chords require lateral bracing at 10 It. spacing, or less, if no ceiling is installed. unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI I Quality Criteria.