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HomeMy WebLinkAboutB16-2029 047-750-081GItRTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Hignell 3066 Calculation Date/Time: 11:17, Wed, Sep 07, 2016 Calculation Description: Compliance Input File Name: Hignell 3066.ribd CFI R -PRF -01 Page 1 of 10 GENERAL INFORMATION 01 Building Complies with Computer Performance 01 Project Name Hignell 3066 03 This building incorporates one or more Special Features shown below SEP 2 Q 2016 02 Calculation Description Residence 08 Energy Use (kTDV/ftZ-yr) 03 Project Location 4289 Kiwi Lane Compliance Margin Percent Improvement 04 City Chico, CA 05 Standards Version Compliance 2015 06 Zip Code 95973 07 Compliance Manager Version BEMCmpMgr 2013-4b (433) 08 Climate Zone CZ11 09 Software Version CBECC-Res 2013-4b (812) 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 0 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ftZ) 3066 15 Number of Zones 1 16 Slab Area (ftZ) 3066 17 Number of Stories 1 COUNTY 18 Addition Cond. Floor Area N/A 19 Natural Gas Available No 20 Addition Slab Area (ftZ) N/A 21 Glazing Percentage (%) 12.4% 12016 COMPLIANCE RESULTS S 01 Building Complies with Computer Performance 02 This building incorporates features that require field testing and/or verification by a certified HERS rater under the supervision of W/6 -66 -approved HERS provider. 03 This building incorporates one or more Special Features shown below SEP 2 Q 2016 i -1 1�"- ., WWI 119-r'sAI A s— a 1 I'1ti7 ou 1 1 t wLJN I i utvtwrmtN I M$ppNGOD2 G9�1ACE��F1vILC5 PATff— 1^s -/6 By Registration Number: 216-N0330882B-000000000-0000 Registration Date/Time: 2016-09-07 11:22:59 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-09-07 11:18:24 ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDV/ftZ-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating spaCe Cooling 23.26 34.69 16.66 31.08 R FO 3.61 20.4% 10.4% IAQ Ventilation 1.03 1.03 0.00 0.0% Water Heating 14.09 7.32 6.77 48.0% Photovoltaic Offset ---- -6.24 6.24 ---- Compliance Energy Total 73.07 49.85 PE MIT # 23.22 31.8% ou 1 1 t wLJN I i utvtwrmtN I M$ppNGOD2 G9�1ACE��F1vILC5 PATff— 1^s -/6 By Registration Number: 216-N0330882B-000000000-0000 Registration Date/Time: 2016-09-07 11:22:59 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-09-07 11:18:24 c CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01 Project Name: Hignell 3066 Calculation Date/Time: 11:17, Wed, Sep 07, 2016 Page 2 of 10 Calculation Description: Compliance Input File Name: Hignell 3066.ribd REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. • PV System: 5.0 kW • Ceiling has high level of insulation • Window overhangs and/or fins 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: • IAQ mechanical ventilation Cooling System Verifications: • Minimum Airflow • Verified EER • Verified SEER • Fan Efficacy Watts/CFM HVAC Distribution System Verifications: • Duct Sealing Domestic Hot Water System Verifications: • --None -- ENERGY DESIGN RATING 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. ' . - - Reference Energy Use Energy Design Rating Margin Percent Improvement Total Energy (kTDV/f2-yr)* 126.15 102.93 23.22 18.4% " 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 Hignell 3066 3066 1 4 1 0 1 Registration Number: 216-N0330882B-000000000-0000 Registration Date/Time: 2016-09-07 11:22:59 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-09-07 11:18:24 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Hignell 3066 Calculation Date/Time: 11:17, Wed, Sep 07, 2016 Calculation Description: Compliance Input File Name: Hignell 3066.ribd CF1 R -PRF -01 Page 3 of 10 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft) Avg. Ceiling Height Water Heating System 1 Water Heating System 2 Conditioned Conditioned HVAC System 1 3066 9.4 Water Heater Gross Area (ftZ) OPAQUE SURFACES 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ftZ) Window & Door Area (ftZ) Tilt (deg) Fwall-Stucco Conditioned R23 BIB R4 Stucco Wall 0 Front 67.5 Yes 90 Fwall-Siding Conditioned R23 BIB Wall 0 Front 490.5 143.78 90 Bwall-Stucco Conditioned R23 BIB R4 Stucco Wall 180 Back 372 30 90 Bwall-Siding Conditioned R23 BIB Wall 180 Back 401 179 90 Rwall-Stucco Conditioned R23 BIB R4 Stucco Wall 270 Right 133.5 90 Rwall-Siding Conditioned R23 BIB Wall 270 Right 196.5 28.1 90 Lwall-Stucco Conditioned R23 BIB R4 Stucco Wall 90 Left 399.5 19 90 Lwall-Siding Conditioned R23 BIB Wall 90 Left 192 90 GarToHouse Conditioned»Garage Gar House R19 475.5 20 Kwall Conditioned»Attic Kwall R19 228.5 Ceiling (below attic) 1 Conditioned R49 Ceiling below attic 3066 Gwall Front Garage Garage Ext Wall 0 Front 346.5 90 Gwall Left Garage Garage Ext Wall 90 Left 90 90 Gwall Right Garage Garage Ext Wall 270 Right 351 224 90 Gwall Back Garage Garage Ext Wall 180 Back 132 90 Gar Ceiling Garage RO CIgBIwAttic Cons 1156 ATTIC 01 02 03 04 05 06 07 08 Name Construction Type Roof Rise Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Gar Attic Asphalt RB Roof Ventilated 6 0.1 0.85 Yes No Attic Asphalt RB Roof Ventilated 6 0.1 0.85 Yes No Registration Number: 216-N0330882B-000000000-0000 Registration Date/Time: 2016-09-07 11:22:59 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-09-07 11:18:24 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Hignell 3066 Calculation Date/Time: 11:17, Wed, Sep 07, 2016 Calculation Description: Compliance Input File Name: Hignell 3066.ribd CF1 R -PRF -01 Page 4 of 10 WINDOWS 01 02 03 04 05 06 07 08 09 10 Name Type Surface (Orientation -Azimuth) Width (ft) Height (ft) Multipli er Area (ft) U -factor SHGC Exterior Shading 3050 SH (L -Bed 2) Window Fwall-Siding (Front -0) 3.0 5.0 1 15.0 0.32 0.28 Insect Screen (default) 3050 SH (R -Bed 2) Window Fwall-Siding (Front -0) 3.0 5.0 1 15.0 0.32 0.28 Insect Screen (default) 3050 SH (L -Den) Window Fwall-Siding (Front -0) 3.0 5.0 1 15.0 0.32 0.28 Insect Screen (default) 3050 SH (R -Den) Window Fwall-Siding (Front -0) 3.0 5.0 1 15.0 0.32 0.28 Insect Screen (default) 1268 SL (L -Entry) Window Fwall-Siding (Front -0) 1.2 6.7 1 8.0 0.32 0.29 Insect Screen (default) 1268 SL (R -Entry) Window Fwall-Siding (Front -0) 1.2 6.7 1 8.0 0.32 0.29 Insect Screen (default) 6068 FR (Dining) Window Fwall-Siding (Front -0) 6.0 6.7 1 40.2 0.34 0.30 Insect Screen (default) 2630 SH (Pantry) Window Fwall-Siding (Front -0) 2.5 3.0 1 7.5 0.32 0.28 Insect Screen (default) 3050 SH (L -Bed 3) Window Bwall-Stucco (Back -180) 3.0 5.0 1 15.0 0.32 0.28 Insect Screen (default) 3050 SH (R -Bed 3) Window Bwall-Stucco (Back -180) 3.0 5.0 1 15.0 0.32 0.28 Insect Screen (default) 2060 SH (L -Nook) Window Bwall-Siding (Back -180) 2.0 6.0 1 12.0 0.32 0.28 Insect Screen (default) 2060 SH (R -Nook) Window Bwall-Siding (Back -180) , - , 2.0 6.0 1 12.0 0.32 0.28 Insect Screen (default) 5060 Fix (Nook) Window Bwall-Siding (Back -180)' 5.0 6.0 -1 r -30.0 0.32 0.29 Insect Screen (default) 3080 FR. (Nook) Window BwaWSiding (Back -1_80),. 3.0 8.0 1 24.0 0.34 0.30 Insect Screen (default) 2660 SH (L -Living) Window Bwall-Siding (Back -180) 2.5 r 6.0 1" ,.15.0 0.32 0.28 Insect Screen (default) 2660 SH (R -Living) Window Bwall-Siding (Back -180) 2.5 6.0 1 15.0 0.32 0.28 Insect Screen (default) 6060 Fix (Living) Window Bwall-Siding (Back -180) 6.0 6.0 1 36.0 0.32 0.29 Insect Screen (default) 3650 SH (L-Mstr Bed) Window Bwall-Siding (Back -180) 3.5 5.0 1 17.5 0.32 0.28 Insect Screen (default) 3650 SH (R-Mstr Bed) Window Bwall-Siding (Back -180) 3.5 5.0 1 17.5 0.32 0.28 Insect Screen (default) 2040 SH (Dining) Window Rwall-Siding (Right -270) 2.0 4.0 1 j 8.0 0.32 0.28 Insect Screen (default) 3068 1/2 Lite (Mstr. Red) Window Rwall-Sldlno (Right -270) 3.0 6.7 1 20.1 8.34 0.3u Insect Screen (default) 2020 Awn (Mstr. Bath) Window Lwall-Stucco (Left -90) 2.0 2.0 1 4.0 0.32 0.28 Insect Screen (default) 3030 SH (Mstr. Bath) Window Lwall-Stucco (Left -90) 3.0 3.0 1 9.0 0.32 0.28 Insect Screen (default) 4016 Awn (Bath 2) Window Lwall-Stucco (Left -90) 4.0 1.5 1 6.0 0.32 1 0.28 Insect Screen (default) Registration Number: 216-N0330882B-000000000-0000 Registration Date/Time: 2016-09-07 11:22:59 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 HERS Provider: CaICERTS inc. Report Generated at: 2016-09-07 11:18:24 • CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Hignell 3066 Calculation Date/Time: 11:17, Wed, Sep 07, 2016 Calculation Description: Compliance Input File Name: Hignell 3066.ribd CF1 R -PRF -01 Page 5 of 10 DOORS 01 02 03 04 Name Side of Building Area (ft2) U -factor Front Dr Fwall-Siding 20.0 0.50 GarToHouse Dr GDoor GarToHouse Gwall Right 20.0 144.0 0.50 1.00 GDoor-2 Gwall Right 80.0 1.00 Registration Number: 216-N0330882B-000000000-0000 Registration Date/Time: 2016-09-07 11:22:59 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFIR-03112016-433 Report Generated at: 2016-09-07 11:18:24 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Hignell 3066 Calculation Description: Compliance Calculation Date/Time: 11:17, Wed, Sep 07, 2016 Input File Name: Hignell 3066.ribd C171 R -PRF -01 Page 6 of 10 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 3050 SH (L -Bed 2) 8 2.3 5 40 1 0 0 0 0 0 0 0 0 3050 SH (R -Bed 2) 8 2.3 8.3 36 1 0 0 0 0 0 0 0 0 3050 SH (L -Den) 8 2.3 17.4 28.3 1 0 0 0 0 0 0 0 0 3050 SH (R -Den) 8 2.3 20.8 25 1 0 0 0 0 0 0 0 0 1268 SL (L -Entry) 16 2.3 3.3 20 0.8 5 2.3 8 0 5 2.3 5.5 0 1268 SL (R -Entry) 16 2.3 8 14.5 0.8 5 2.3 5.5 0 5 2.3 0.8 0 6068 FR (Dining) 11 2.3 13.3 5.3 0.8 0 0 0 0 0 0 0 0 2630 SH (Pantry) 2 2.3 50 38 1 7 2.3 3.4 0 8 2.3 8.2 0 3050 SH (L -Bed 3) 2 2.3 5.6 81 1 0 0 0 0 0 0 0 0 3050 SH (R -Bed 3) 2 2.3 7 77 1 0 0 0 0 0 0 0 0 2060 SH (L -Nook) 12.8 2.3 3.2 36 0 5.3 2.3 0.8 0 5.3 2.3 41.8 0 2060 SH (R -Nook) 12.8 2.3 10.8 28.6 0 5.3, 2.3 8.3' = 0 5.3 2.3 34.2 0 5060 Fix (Nook) 12.8 2.3 5.4' 30.8 0 5.3 2.3 3 . 0 5.3 2.3 36.5 0 3080 FR. (Nook) 17.3 1 14.6, -23.6 4 4.5 ' J-' - 0.5 ; 0 9.8 1 29.3 0 2660 SH (L -Living) 17.3 2.3 - 20.8- 18.1- 0 `9.8 2.3- ' '18.3 0 9.8 2.3 23.8 0 2660 SH (R -Living) 17.3 2.3 29.8 9.1 0 9.8 2.3 27.3 0 9.8 2.3 14.8 0 6060 Fix (Living) 17.3 2.3 23.5 11.8 0 9.8 2.3 21 0 9.8 2.3 17.5 0 3650 SH (L-Mstr Bed) 6.5 2.3 63 22.8 0.8 4.5 2.3 37.1 0 4.5 2.3 4 0 3650 SH (R-Mstr Bed) 6.5 2.3 67 19 0.8 4.5 2.3 40.4 0 4.5 2.3 0.3 0 2040 5H (inning) 2 2.3 20.0 55 1 0 0 n n 42 2.3 2.4 0 3068 1/2 Lite (Mstr. Bed) 38.8 2.3 37 13 1 60 2.3 1.3 0 0 0 0 0 Registration Number: 216-N0330882B-000000000-0000 Registration Date/Time: 2016-09-07 11:22:59 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-09-07 11:18:24 C CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Hignell 3066 Calculation Description: Compliance Calculation Date/Time: 11:17, Wed, Sep 07, 2016 Input File Name: Hignell 3066.ribd CF1 R -PRF -01 Page 7 of 10 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 02 03 04 05 Total Cavity Winter Design Name Construction Name Surface Type Construction Type Framing R -value U -value Assembly Layers Conditioned 3066 250.2 None 0.8 No • Inside Finish: Gypsum Board Garage 1156 102.2 None 0 No • Cavity / Frame: no insul. / 2x4 Garage Ext Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. O.C. none 0.361 Exterior Finish: 3 Coat Stucco Ceilings (below 2x4 Bottom Chord of Truss @ 24 Inside Finish: Gypsum Board RO CIgBlwAttic Cons attic) Wood Framed Ceiling in. O.C. none 0.481 Cavity/ Frame: no insul. / 2x4 Btm Chrd • Cavity / Frame: no insul. / 2x4 • Roof Deck: Wood Siding/sheathing/decking Asphalt RB Roof Attic Roofs Wood Framed Ceiling 2x4 @ 24 in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) • Inside Finish: Gypsum Board Ceilings (below 2x4 Bottom Chord of Truss @ 24 Cavity/Frame: R-9.1 /2x4 Btm Chrd R49 Ceiling below attic attic) Wood Framed Ceiling in. O.C. R49 0.020 Over Ceiling Joists: R-39.9 insul. • Inside Finish: Gypsum Board • Cavity / Frame: R-23 / 2x6 R23 BIB Wall Exterior Walls Wood Framed Wall 2x6 @ 16 in. O.C. R 23 0.066 Exterior Finish: 3 Coat Stucco • Inside Finish: Gypsum Board • Cavity / Frame: R-23 / 2x6 R23 BIB R4 Stucco Wall Exterior Walls Wood Framed Wall 2x6 @ 16 in. O.C. R 23 0.049 Exterior Finish: R4 Synthetic Stucco _ Inside Finish: Gypsum Board • Cavity / Frame: R-19 / 2x6 Gar House R19 Interior Walls Wood Framed Wall 2x6 @ 16 in. O.C. R 19_ 0.067 Other Side Finish: Gypsum Board • Inside Finish: Gypsum Board Kwall R19 Interior Walls Wood Framed Wall 2x6 @ 24 in. O.C. R 19 0.067 Cavity/Frame: R -19/2x6 SLAB FLOORS 01 02 03 04 05 06 07 Name Zone Area (ft2) Perimeter (ft) Edge Insul. R -value & Depth Carpeted Fraction Heated Slab On Grade Conditioned 3066 250.2 None 0.8 No Gslab Garage 1156 102.2 None 0 No BUILDING ENVELOPE - HERS VERIFICATION 01 02 03 04 Quality Insulation Installation (QII) Quality Installation of Spray Foam Insulation Building Envelope Air Leakage CFM50 Not Required Not Required Not Required --- Registration Number: 216-N0330882B-000000000-0000 Registration Date/Time: 2016-09-07 11:22:59 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-09-07 11:18:24 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Hignell 3066 Calculation Date/Time: 11:17, Wed, Sep 07, 2016 Calculation Description: Compliance Input File Name: Hignell 3066.ribd CF1 R -PRF -01 Page 8 of 10 WATER HEATING SYSTEMS 01 01 02 03 04 05 06 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction (%) Water Heater - 1/1 DHW Standard Hybrid Heat Pump - 50 Gal 1 - none - 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) Hybrid Heat Pump - 50 Gal Heat Pump Small Storage 80 3.06 8000 -watts 0 Yes WATER HEATING - HERS VERIFICATION 01 02 03 04 05 06 07 Name Pipe Insulation Parallel Piping Compact Distribution Point -of Use Recirculation Control Central DHW Distribution Water Heater - 1/1 --- ' ' " -- --- 52500 18 SPACE CONDITIONING SYSTEMS ' " _ . 0 ti 01 02 ' ? - 03- ' +G 04; ! 05 06 SC Sys Name System Type Heating Unit Name Cooling Unit Name Fan Name Distribution Name :Heat Pump System 1:Attic Default:HVAC Fan 1:2:3 Heat Pump Heating and Cooling System Heat Pump System 1 Heat Pump System 1 HVAC Fan 1 Attic Default HVAC - HEAT PUMPS 01 02 03 04 05 06 07 08 uy 10 Heating Cooling Zonally Multispeed HERS Name Type HSPF/COP Cap 47 Cap 17 SEER EER Controlled Compressor Verification Heat Pump System 1 SplitHeatPump 12 55500 52500 18 12.7 No Yes Heat Pump System 1 -hers -cool Registration Number: 216-N0330882B-000000000-0000 Registration Date/Time: 2016-09-07 11:22:59 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF113-03112016-433 Report Generated at: 2016-09-07 11:18:24 • CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Hignell 3066 Calculation Description: Compliance Calculation Date/Time: 11:17, Wed, Sep 07, 2016 Input File Name: Hignell 3066.ribd CF1 R -PRF -01 Page 9 of 10 HVAC COOLING - HERS VERIFICATION 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 Not Required HVAC - DISTRIBUTION SYSTEMS 01 02 03 04 05 06 07 Name Type Duct Leakage Insulation R -value Duct Location Bypass Duct HERS Verification Attic Default DuctsAttic Sealed and tested 8 Attic None Attic Default -hers -dist 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 Attic Default -hers -dist Required 6.0 Not Required Not Required Not Required Not 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 -tan Roquired 4.58 IAQ (Indoor Air Quality) FANS 01 02 03 04 05 06 Dwelling Unit IAQ CFM IAQ Watts/CFM IAQ Fan Type IAQ Recovery Effectiveness(%) HERS Verification SFam IAQVentRpt 68.16 0.25 Default 0 Required Registration Number: 216-N0330882B-000000000-0000 Registration Date/Time: 2016-09-07 11:22:59 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-09-07 11:18:24 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Hignell 3066 Calculation Description: Compliance Calculation Date/Time: 11:17, Wed, Sep 07, 2016 Input File Name: Hignell 3066.ribd CF1 R -PRF -01 Page 10 of 10 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: cpaL Greg Peitz 's Company: Signature Date: Gregory A. Peitz Architecture 2016-09-07 11:22:59 Address: CEA/HERS Certification Identification (If applicable): 383 Rio Lindo Ave City/State/Zip: Phone: Chico, CA 95926 530-894-5719 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. 1 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 system 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: Aia Greg Peitz �q Company: Date Signed: Gregory A. Peitz Architecture 2016-09-07 11:22:59 Address: License: 383 Rio Lindo Ave C21283 City/State/Zip: Phone: Chico, CA 95926 530-894-5719 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-N0330882B-000000000-0000 Registration Date/Time: 2016-09-07 11:22:59 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 HERS Provider: CaICERTS inc. Report Generated at: 2016-09-07 11:18:24 Systems PLumber Co. 1800 S. Barney Rd. IMISCIS1 MO Anderson, CA 96007 (530) 378-6800 (530) 365-5903 fax SEP 20 616 Trusses & Pre Manufactured Wall Panels BUREAU V . RITAS systplus@systplus.com w. wwsystplus.com �,q. Gable End 110 Wind C IB Hat Truss over 6/12 2 INSPECTION AGENCY ICC ES Report ESR -1311 & ESR 1988 Timber Products Inspection, Inc. IAS Certified Inspection No. AA -702 Fabrication in compliance with 105 S.E. 124 Avenue 2013 CBC SECTION 2303.4.2 Vancouver; WA 98684 IBCARC 2012 SECTIONS (2303.4/R802.1 Oroof/.R502.1Ifloor) Tel: (360) 449-3138 Toe nail Fax: (360) 449-3953 Bearing Block 3.5 *This engineering is valid ONLY for trusses manufactured. by Systems Plus Lumber Co. TRUSS ENGINEERING LAYOUT YES ❑ NO ■❑ Standard Truss Detail. Title Detail 9 = Included Gable End 85 Wind B 1 Gable End 110 Wind B 1A Gable End 110 Wind C IB Hat Truss over 6/12 2 Hat Truss under 6/12 213 Web Bracing Details 3 e/ Valley Fill Frames 4 Open O en Face Jacks - 5 Toe nail 6 Bearing Block 3.5 7 Bearing Block 5.5 7A Floor a Dbl T/C Notching 9 HVAC 10 Truss Data 11 ✓ Purlin Gable 12 BCSI at wwiv.sbcindustrv.com BCSI-BI Summary Sheet at www.sbcindustEX.eom System/s�Plus Job Number /608-1 q Z RTMM Date %'— /Z' / Revision(s) CONY Customer SEP 13 2016 Project —/Ws DEVELOPMENT Location _ Ch , (o SERVICES 1�� <::�F- PRIOR TO ERECTING TRUSSES, READ TRUSS DATA SHEET AND NOTE NOTE BCSI-Bl SUMMARY SHEET GUIDE FOR HANDLING, INSTALLING AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES m A C-) m O o C �<z n:� m� m UM z0' Om?T M U ROOF TRUSS LAYOUT SCALE: NTS Job 7 Truss Truss Type Qty Pty Hignell, Doug & Kaylinn 1 TCLL 20.0 Plate Grip DOL 1.15 TC 0.48 R48377101 1608-092 A01D GABLE L L 1 1 Vert(TL)-0.36AO-AP >893 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.48 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Sep 09 13:58:07 2016 Page 1 ID:uU1 M6vTF3NZrueBbLVgIDVygPli-1 UmlhgOFa6B6Gg2RBkE?utEBkO5zXxTpXUWuHvyfLJ_ -2-0-0 6-9-9 7 10 13-0-10 19-3.11 19-1 -2 254-9 26-100 31.87 32-2-3 3711-5 43-9-0 50-0-7 56-10-0 58-10-0 2-0-0 6-9-9 0-3-1 6-0-0 6-3-1 0-7-7 557 -S7 4.7-7 0.8.12 54-3 6-9 6-3-1 6-9-9 n d[1 0 5x6 = 6.00 12 3x5 = 5x6 = J K , Scale = 1:102.6 AM AL AK AJ At AH AG AF AE AC ^" AB AA - Y&V U T S R 4x5 = 3x5 = 3x6 = 6x8 = 3x5 = 5x6 = 6x6 = 4x5 = 3x5 = 28-5-0 0 1-2 17-9-§ 19.3.11 26�8_26-imn 32-2-3 37-8.5 46-1114 56-10-0 9-2-6 0-8-12 7-10-4 '1.6.5 ' 7-0-13 0-58 3-9-3 5-4-3 9-0-9 9.11-2� 1.7.0 Plate Offsets (X,Y)- [B:0-1-12,Edge], [C:0-0-0,0-0-0], [E:0-3-9,Edge], [F:0-0-0,0-0-0], [G:0-3-8,0-2-4], [H:0-0-0,0-0-0], [H:0-0-0,0-0-0], [1:0-0-0,0-0-0], [K:0-0-0,0-0-0], [L:0-4-0 ,0-2-81, [M:0-0-0,0-0-0], [N:0-3-0,0-3-0], [0:0-0-0,0-0-0], [AD:0-2-8,0-3-0], [AH:0-0-0,0-0-0], [AM:0-2-8,Edge], [AN:0-0-0,0-0-0], [AO:0-0-0,0-0-0], [AP:0-0-0,0-0-0], [AQ:0-0-0,0-0-0], [AS:0-0-0,0-0-0], [AT:0-0-0,0-0-0], [AU:0-0-0,0-0-0], [AV:0-0-0,0-0-0], [AW:0-0-0,0-0-0], [AX:0-0-0,0-0-0], [AX:0-0-0 ,0-0-01, [AY:0-0-0,0-0-0], [AZ:0-0-0,0-0-0], [BA:0-0-0,0-0-0], [BA:0-0-0,0-0-0], [BB:0-0-0,0-0-0], [BC:0-0-0,0-0-0], [BC:0-0-0,0-0-0], [BD:0-0-0,0-0-0], [BE:0-0-0,0-0-0], [BF:0-0-0,0-0-0], [BF:0-0-0,0-0-0], [BG:0-0-0,0-0-0], [81-1:0-0-0,0-0-0], [BH:0-0-0,0-0-0], [BI:0-0-0,0-0-0], [13,1:0-0-0,0-0-0], [BJ:0-0-0 ,0-0-0], [BM:0-0-0,0-0-0], [BO:0-0-0,0-0-0], [BP:0-0-0,0-0-0], [BP:0-0-0,0-0-0], [BR:0-0-0,0-0-0], [BT:0-0-0,0-0-0], [BV:0-0-0,0-0-0], [BX:0-0-0,0-0-0], [CA:0-0-0,0-0-0], [CC:0-0-0,0-0-0], [CE:0-0-0,0-0-0], [CG:0-0-0,0-0-0], [CI:0-0-0,0-0-0], [CI:0-0-0,0-0-0], [CK:0-0-0,0-0-0], [CK:0-0-0,0-0-0], [CL:0-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.48 Vert(LL)-0.17AO-AP >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.44 Vert(TL)-0.36AO-AP >893 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.48 Horz(TL) 0.10 Y n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH Weight: 578 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G "Except' TOP CHORD Structural wood sheathing directly applied or 4-7-5 oc purlins. E -AM: 2X6 DF SS G Except: BOT CHORD 2X4 DF No.1 &Btr G 1 Row at midpt F -AM WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 5-3-12 oc bracing. OTHERS 2X4 DF Stud/Std G WEBS 1 Row at midpt L -AD, M -AD, M -W, I -AM, K -AH JOINTS 1 Brace at Jt(s): F, BP, Cl, CK, CL REACTIONS. All bearings 30-5-8 except (jt=length) B=0-5-8. (Ib) - Max Horz B=-192(LC 38) Max Uplift All uplift 100 Ib or less at joint(s) R, S, AF except B=-794(LC 27), AD=-463(LC 29), W=-1251(LC 30), P=-759(LC 30), AM=-623(LC 21), AH=-247(LC 19), AL=-227(LC 3) Max Grav All reactions 250 Ib or less at joint(s) AE, R, S. T, U, V, X. Y, Z, AA, AB, AC, Al, AJ, AG, AF, AK except B=1160(LC 40), AD=511(LC 40), W=1199(LC 39), P=784(LC 39), AM=1684(LC 43), AM=1669(LC 1), AH=331(LC 44), P=382(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2094/1525, C -E=-1519/1034, E -G=-333/512, G -I=-586/842, I -J=-830/1087, J -K=-973/1228, K -L= -1118/1349,L -M=-1436/1586, M -O=-858/913, O -P=-1423/1417, E -F=-1537/285, F -H=-1752/348, H -AM= -1791/358 BOT CHORD B -AP= -1504/1950, AO -AP= -1365/1754, AM -AO= -1401/2012, AL -AM= -1583/1704, AK -AL= -1408/1529, AJ -AK= -1297/1418, AI -AJ= -1119/1223, AH -AI= -942/1063, AG -AH= -1130/1274, AF -AG= -865/1009, AE -AF= -687/831, AD -AE= -516/659, AC -AD= -830/933, AB -AC= -589/691, AA -AB= -411/513, Z -AA= -233/335, X -Y=-322/424, W -X=-421/523, U -V= -345/412,T -U=-523/590, S -T=-700/767, R -S=-878/945, P -R=-1150/1229 WEBS F -G=-505/153, M -AD= -800/861, M -W=-1202/1248, O -W=-353/207, I -AM= -446/189, E -A0=0/596, H -AO= -383/106, E -AP= -102/581, C -AP= -353/216, K -AH= -407/480, AM -CI= -520/481, CI -CM= -557/514, BP -CM= -523/487, K -BP= -532/492, AH -CK= -713/659, CK -CL= -733/678,L -CL= -758/701 NOTES- (13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate TEOp�sEFy r C 75435 c rn *\ EXP. 03131/2018 l V1\_ September 9,2016 ® 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 MTek® 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 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 for M iTe k' always required 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 ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 Job r Truss Truss Type Qty Ply Hignell, Doug & Kaylinn I � R48377101 1608-092 A01 D GABLE L L 1 1 Job Reference (optional) Sy I CMJ 1'LUb LUmbtK GU, ANUtKJUN, LA tf.ulu s Apr Zu ZUIb MI I eK Inausines, Inc. M bep uu 13:b5:Ut5 ZUIb rage z ID:uU 1 M6vTF3NZrueBbLVq I DVygPli-Vh KgvAt tLPKzugdekRlEQ5n MUQRCGOjym8GSoLyfLlz NOTES- (13) 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) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) R, S, AF except Qt=lb) B=794, AD=463, W=1251, P=759, AM=623, AH=247, AL=227, P=759. 11) This truss has been designed for a total drag load of 4000 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 26-10-0 to 56-10-0 for 133.3 plf. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. A 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 MZek® 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 Mire 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 ANSIJTPI1 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 Job ? r Truss 43-9-6 50-7 4 56-10-0 Truss Type 9-1-5 Qty Ply Hignell, Doug & K.aylinn ,0-2-01 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is for LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in R48377102 1608-092 A02 Plate Grip DOL 1.15 Piggyback Base Vert(LL) -0.20 2 1 TCDL 10.0 Lumber DOL 1.15 BC 0.40 Vert(TL) -0.57 R -S >999 180 BCLL 0.0 ' Rep Stress Incr YES Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Sep 09 13:58:10 2016 Page 1 Code IBC2012ITPI2007 Matrix -MSH ID:uU 1 M6vTF3NZrueBbLVq I DVygPli-R3P.RKr27tl ah77nOssniW WsiZE6HkEfFESIZtEyfLlx 2.0-0 6-0-0 6-9-9 12-6-1 130,10 19-3-11 25-4-9 31-5-7 37-6-5 43-9-6 50-0-7 56-10-0 58-10-0 2-0-0 6-0-0 0-9-9 5-8-8 0-6-9 6-3-1 6-0-14 6-0-14 6-0-14 6-3.1 6-3-1 6-9-9 2-0-0 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2X4 DF Stud/Std G'Except* Scale = 1:100.7 m Or/ 6x6 = 6.00 12 3x5 = 3x5 = 6x6 = F G H I 4x1 3x4 II 4x10 = 7x8 = 4x4 = 7x8 = 4x10 = 3x4 II 4X10 1 6-0-0 9-11-1 12-6-1 , 19-3-11 28-5-0 37-6-5 43-9-6 50-7 4 56-10-0 6-0-0 3-11-1 2-7-0 ' 6-9-10 9-1-5 9-1-5 6-3-1 6-9-14 6-2-12 Plate Offsets (X,Y)— [B:0-3-8,0-2-01, [C:0-0-0,0-0-0], [E:0-0-0,0-0-0], [F:0-4-0,0-2-8], [I:0-4-0,0-2-8], [M:0-3-8,0-2-0], [P:0-3-8,0-2-0], [Q:0-4-0,0-4-8], [S:0-4-0,0-4-8], [T:0.3-8 ,0-2-01 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is for LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.50 Vert(LL) -0.20 R -S >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.40 Vert(TL) -0.57 R -S >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.70 Horz(TL) 0.13 O n/a n/a BCDL 10.0 Code IBC2012ITPI2007 Matrix -MSH Weight: 357 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-1-7 oc purlins. BOT CHORD 2X6 DF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2X4 DF Stud/Std G'Except* 6-0-0 oc bracing: O-P,M-O. L-P,C-T: 2X4 DF No.2 G WEBS 1 Row at midpt G -S, G -R, H -Q, E -S REACTIONS. (Ib/size) B=2086/0 -5-8,0=2840/0-5-8,M=-139/0-5-8 Max Horz B=-172(LC 9) Max Uplift B=-205(LC 8), 0=-133(LC 9), M=-329(LC 21) Max Grav B=2086(LC 1), 0=2840(LC 1), M=22(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-3982/303, C -E=-3414/269, E -F=-2858/243, F -G=-2464/247, G -H=-2563/243, H -I=-1874/203, I -J=-2191/204, J -L=-1689/158, L -M=-57/1133 BOT CHORD B -U=-33713507, T -U=-337/3507, S -T=-193/2993, R -S=-145/2597, Q -R=-117/2404, P -Q=0/1447, O -P=-954/90, M -O=-954/90 WEBS F -S=0/954, G -S=-394/177, G -R=-284/130, H -R=-7/575, H -Q=-1039/179, I -Q=-1/654, J -Q=-76/687, J -P=-1014/91, L -P=-48/2648, L -O=-2627/197, C -U=0/285, E -T=0/439, C -T=-598/159, E -S=-764/232 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 FES 3) Provide adequate drainage to prevent water ponding. �C� �l��� 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 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf.FN 6) A plate rating reduction of 20% has been applied for the green lumber members. ® `` 7 �� C� n rn 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except Qt=lb) LLJ W C rn B=205, 0=133, M=329. �' J X 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. * EXP. 03/31/2018 /* September 9,2016 ® WARNING - Verily 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 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 for MiTek' always required statility 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 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 Jobt N Truss Truss Type PLATES Qty Ply Hignell, Doug & Kaylinn � MT20 220/195 BC 0.98 Vert(TL) -0.67 X -Y >908 180 R48377103 1608-092 A03 Piggyback Base Q n/a n/a 2 1 Matrix -MSH Weight: 394 Ib FT = 20% BRACING - Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Sep 09 13:58:11 2016 Page 1 Structural wood sheathing directly applied or 2-10-8 oc purlins. BOT CHORD ID:uU1 M6vTF3NZrueBbLVgIDVygPli-vG?pXB3leKiYIHMDQaJx2jPtydJSTe6OS6U6PgyfLlw c&0-0 4.0-0 7-5 8 13 4-9 19-3-11 21-4-81 26-9-1 32-10-1 37-6-5 43-9-6 50-0-7 56-10-0 58-10-0 2-0-0 4-0-0 3-5-8 5-11-1 5-11-1 2-0-13 5-4-10 6-0-15 4 8-5 6.3-1 6-3-1 6-9-9 2-0-0 Scale = 1:102.4 qIF 0 6.00 12 5x6 = 3x4 II 3x5 = 3x5 = 5x6 = G H I J K AB AA 4x4 = .. _ .... V Ll ... . _ T _ .... R Q 4x10 4x5 11 802 = 8x8 = 4x6 = 4x10 = 3x5 II 4x5 = 4x10 = 602 = 4x5 = 3x5 11 4x8 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code IBC2012ITP12007 LUMBER - TOP CHORD 2X4 DF No.1&Btr G BOT CHORD 2X6 DF SS G *Except* D -AA: 2X4 DF No.2 G, H -V: 2X4 DF Stud/Std G WEBS 2X4 DF Stud/Std G 'Except' Z-AB,N-R: 2X4 DF No.2 G CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.46 Vert(LL) -0.22 X >999 240 MT20 220/195 BC 0.98 Vert(TL) -0.67 X -Y >908 180 WB 0.95 Horz(TL) 0.23 Q n/a n/a Matrix -MSH Weight: 394 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: V -W 6-0-0 oc bracing: Q-R,O-Q. 1 Row at midpt H -W WEBS 1 Row at midpt F -X, I -U, J -T REACTIONS. (Ib/size) B=2072/0-5-8, Q=2976/0-5-8, 0=-261/0-5-8 Max Horz 8=-172(LC 9) Max Uplift B=-204(LC 8), Q=-121(LC 9), 0=-424(LC 19) Max Grav 6=2072(LC 1), Q=2976(LC 1), 0=30(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-3970/299, C -D=-5009/416, D -F=-3856/295, F -G=-3058/263, G -H=-2700/272, H-1=-2700!274, I -J=-2431/254, J -K=-1753/205, K -L=-2067/209, L -N=-1622/168, N -O=-80/1373 BOT CHORD B -AB= -345/3504, AA -AB= -59/407, D -Z=-37/764, Y -Z=412/4517, X -Y=-199/3383, W -X=-121/2635, H -W=-312/137, U -V=-16/338, T -U=-100/2163, R -T=0/1368, Q -R=-1154/110, 04=-1154/110 WEBS C -AB= -1120/150, Z -AB= -304/3291, C -Z=-59/1060, D -Y=-1234/231, F -Y=-19/675, F -X=-1023/238, G -X=-102/894, G -W=-179/443, U -W=-110/2123, I -W=-103/484, 1-U=-744/175, J -U=-52/674, J -T=-993/189, K -T=-15/632, L -T=-75/683, L -R=-1039/92, N -R= -62/2754,N -Q=-2759/192 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; 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 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 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 joints) except Qt=1b) B=204, Q=121, 0=424. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. IEQoo�r�y i UJ LUC 75435 �C: rn EXP, 03/31/2018 L* *; Gr September 9,2016 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/0312015 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 verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing irdicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW 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 ANS11711 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 Hei hts CA 95610 Job Truss CSI. Truss Type (loc) I/deft L/d Qty Ply Hignell, Doug & Kaylinn r Vert(LL) -0.14 T -U >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.90 848377104 1608-092 A04 BCLL 0.0 Piggyback Base WB 0.92 3 1 Citrus Heights, CA 95610 BCDL 10.0 Code IBC2012ITP12007 Matrix -MSH Weight: 394 Ib FT = 20% LUMBER- Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Sep 09 13:58:13 2016 Page 1 Structural wood sheathing directly applied or 4-2-15 oc purlins. BOT CHORD 2X6 DF SS G 'Except* BOT CHORD ID:uU1 M6vTF3NZrueBbLVgIDVygPli-se7Zyt5OAyyF_bWbX?LP78UFBROAxYzhwQzDUYyfLlu 2-0-0 4-0-0 7-5 8 13-4-9 19-3-11 21-4-8 26-9-1 32-10-1 37-6-5 43.9-6 50-0-7 56-10-0 58-10-0 2-0-0 4-0-0 3-5 8 5-11-1 5-11-1 2-0-13 5 4-10 6-0-15 4-8-5 6-3-1 6-3-1 6-9-9 2-0-0 (lb) - Max Horz B=-172(LC 9) Scale = 1:102.4 qIf 0 6.00 12 5x6 = 3.4 II 3x5 = 3x5 5x6 = = G H I J K AB AA 4x5 = .._ .... V U ... . _ T _ .... R Q 4x5 = 4x5 = 3x4 II 6x12 = 7x8 = 4x6 = 4x8 = 3x4 II 4x5 = 602 = 4x4 = 3x5 II 4x8 = LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.14 T -U >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.90 Vert(TL) -0.39 T -U >999 180 7777 Greenback Lane BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(TL) 0.09 Q n/a n/a Citrus Heights, CA 95610 BCDL 10.0 Code IBC2012ITP12007 Matrix -MSH Weight: 394 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-2-15 oc purlins. BOT CHORD 2X6 DF SS G 'Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: D-AA,H-V: 2X4 DF Stud/Std G 1 Row at midpt H -W WEBS 2X4 DF Stud/Std G WEBS 1 Row at midpt I -W, I -U, J -T REACTIONS. All bearings 0-5-8. (lb) - Max Horz B=-172(LC 9) Max Uplift All uplift 100 Ib or less at joints) O except B=-380(LC 22), AB=-226(LC 8), Q=-146(LC 9) Max Grav All reactions 250 Ib or less at joints) B, O except AB=2678(LC 1), Q=2318(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-166il385, C -D=-796/60, D -F=-2153/150, F -G=-2162/221, G -H=-1981/238, H -1= -1983/240,1 -J= -1986/245,J -K=-1602/213, K -L= -1889/218,L -N=-1667/167, N -O=-33/556 BOT CHORD B -AB= -1193/78, D -Z=-1331/140, Y -Z=-91/718, X -Y=-90/1857, W -X=-84/1847, H -W=-311/137, U -V=-14/303, T -U=-85/1859, R -T=0/1409, Q -R=-428/74, O -Q=-428/74 WEBS C -AB= -2055/229, Z -AB= -1173/89, C -Z=-147/2090, D -Y=-48/1241, F -Y=-390/102, G -X=-45/268, G -W=-166/649, U -W=-90/1715, 1-U=-403/158, J -U=-37/366, J -T=-683/174, K -T=-11/556, L -T=-62/406, L -R=-728/96, N -R=-61/2000, N -Q=-2109/217 NOTES- (8) 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=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip Provide adequ �E`SS�p�`�i 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. Q 0,D% Fy 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 1-0-0 wide �� �- is - will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) A plate rating reduction of 20% has been applied for the green lumber members. o� C 75435 M 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) O except Qt=1b)a 111 C B=380, AB=226, Q=146. EXP. 6313111.013 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Qr September 9,2016 A 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 MiTek® 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 Welk' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, deivery, 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 Jobs Truss Truss Type Qty 1 Ply Hignell, Doug & Kaylinn ' R48377105 1608-092 A05 Piggyback Base 1 1 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Sep 09 13:58:14 2016 Page 1 ID:uU t M6vTF3NZrueBbLVq IDVygPli-Krhy9D5exF46cl5n5isfgM 1 MBrVRg_br84jmO?yrLlt 2-0-0. 4 8-12 16-9-9 13-0-10 19-3-11 25-4-9 31-5-7 37-6 5 43-9-6 50-0-7 56--0 _ _ 58-10-0 2-0-0 4r -12 2-0-13 6-3-1 6-3-1 6-0-14 6-0-14 6-0-14 6-3-1 6-3-1 6-9-9 2-0-0 Scale = 1:100.7 5x6 = 6.00 12 3x5 = 3x5 = 5x6 = F G H I U T _ 5 .-. .._ .. .._ ,._ Q .._ P O 4x5 = 3x4 II 4x10 = 7x8 = 44 = 7x8 = 48 = 3x4 II 4x5 = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012rrPI2007 CSI. TC 0.53 BC 0.32 WB 0.96 Matrix -MSH DEFL. in Vert(LL) -0.13 Vert(TL) -0.36 Horz(TL) 0.06 (loc) I/dell L/d R -S >999 240 R -S >999 180 O n/a n/a PLATES GRIP MT20 220/195 Weight: 357 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-9-1 oc purlins. BOT CHORD 2X6 DF SS G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4 DF Stud/Std G WEBS 1 Row at midpt G -S, G -R, H -Q REACTIONS. All bearings 0-5-8. '�0 CS J - r (lb) - Max Horz B=-172(LC 9) ��0'00r- ,J 'TEOQ0 E� Max Uplift All uplift 100 Ib or less at joint(s) B except U=-192(LC 8), 0=-147(LC 9), M=-103(LC 21) Max Grav All reactions 250 Ib or less at joint(s) B, M except U=2194(LC 1), 0=2373(LC 1) �LP FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. C 7 54,35 c on W rin 1 *� EXR 03/31/2018 TOP CHORD B -C=-91!396, C -E=-2091/146, E -F=-2191/210, F -G=-1865/210, G -H=-2183/230, H -I=-1715/212, I -J=-2012/214, J -L=-1683/159, L -M=-31/607 BOT CHORD B -U=-283/141, T -U=-283/141, S -T=-104/1802, R -S=-124/2145, Q -R=-103/2097, P -Q=0/1441, O -P=-483/83, M-0=483/83 WEBS C -U=-2014/268, C -T=-96/2182, E -T=-532/116, F -S=-0/632, G -S=-609/165, H -R=0/342, H -Q=-774/167, I -Q=0/574, J -Q=-66/479, J -P=-788/100, L -P=-62/2122, L -O=-2166/211 4 0 0 11V 0 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; 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 1-0-0 wide '�0 CS J - r will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. ��0'00r- ,J 'TEOQ0 E� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B except Qt=lb) X14¢ U=192, 0=147, M=103. �LP 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co.Q C 7 54,35 c on W rin 1 *� EXR 03/31/2018 0 W - September 9,2016 A 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 on y with MiTea 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 budding of individual truss web and/or chord members only. Additional temporary and permanent bracing Mire �' 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 ANSIJTPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandno, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type TCLL 20.0 Qty Ply Hignell, Doug & Kaylinn Lumber DOL 1.15 BC 0.87 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 BCDL 10.0 R48377106 1 1608-092 A06 Piggyback Base TOP CHORD 2X4 DF No.1&Btr G 3 1 C-Y,I-T: 2X4 DF Stud/Std G, W-X,U-W: 2X6 DF SS G WEBS 2X4 DF Stud/Std G 'Except' FT = 20% S-U,J-U: 2X4 DF No.2 G Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA TOP CHORD 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Sep 09 13:58:16 2016 Page 1 BOT CHORD Rigid ceiling directly applied I D:uU 1 M6vTF3NZrueBbLVq IDVygPli-GDoiav7uTtKgr2EAC7u71n6kNe2Q8vJ7cNCt5tyfL Ir 5-5-0 10-3-8 14-9-9 19-3-11 24-11-15 30 8-4 36-4-8 37-6-5 43-9-6 50-0-7 56-10-0 58-10-0 5-5-0 4-10-8 4-6-1 4-6-1 5-8 4 5-8-4 5 8 4 1-1-13 6-3-1 6-3-1 6-9-9 2-0-0 Scale = 1:100.4 3x4 II 6.00 12 5x6 = 6x8 M18SHS = 3x5 = 3x5 = F G H I J 4x5 = 3x5 = 3x4 II 3x4 II 4x8 = 3x6 = 3x4 II 45 = LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.42 TCDL 10.0 Lumber DOL 1.15 BC 0.87 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 BCDL 10.0 Code IBC2012lrP12007 Matrix -MSH LUMBER - P n/a n/a TOP CHORD 2X4 DF No.1&Btr G BOT CHORD 2X4 DF No.1&Btr G *Except* C-Y,I-T: 2X4 DF Stud/Std G, W-X,U-W: 2X6 DF SS G WEBS 2X4 DF Stud/Std G 'Except' FT = 20% S-U,J-U: 2X4 DF No.2 G REACTIONS. (Ib/size) Y=2468/0-5-8, P=2252/0-5-8, N=-53/0-5-8 Max Horz Y=-188(LC 9) Max Uplift Y=-213(LC 8), P=-89(LC 9), N=-237(LC 21) Max Grav Y=2468(LC 1), P=2252(LC 1), N=42(LC 7) 8x8 = DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.17 U -V >999 240 MT20 220/195 Vert(TL) -0.50 U -V >977 180 M18SHS 220/195 Horz(TL) 0.22 P n/a n/a Weight: 355 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-11-12 oc bracing. Except: 1 Row at midpt I -U WEBS 1 Row at midpt E -X, G -W, H -U, J -S FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-65/406, B -C=-212/1512, C -E=-184/1480, E -F=-1287/212, F -G=-1128/204, G -H=-1801/236, H -I=-1586/209, 1-J=-1566/209, J -K=-1439/211, K -M=-1227/206, M -N=-56/978 BOT CHORD A -Z=-302/92, X -Y=-2423/243, C -X=-339/172, W -X=-104/735, V -W=-133/1656, U -V=-118,1808, R -S=0/1021, P -R=-809/79, N -P=-809/79 WEBS B -Z=-96/309, X -Z=-280/202, B -X=-985/194, E -X=-2704/222, E -W=-86/821, F -W=-2/390, G -W=-873/191, G -V=0/425, H -U=-426/144, S -U=0/2380, J -U=-189/2439, J -S=-2062/95, K -S=-76/366, K -R=-701/99, M -R=-42/1993, M -P=-2089/165 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; 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 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) P except Qt=1b) Y=213, N=237. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. O,�,OFESsi U675435J LU C__ , CY- :17 EXP. 03/3112016 J* Or September 9,2016 A WARNING - Veriry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.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 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 `ndicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent brocing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIJTPII 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 Job s Truss Truss Type DEFL. in Vert(LL) -0.17 Vert(TL) -0.49 Horz(TL) 0.22 Qty Ply Hignell, Doug & Kaylinn r1608-092 BRACING - building design. Bracing irdicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is for M iTek' TOP CHORD 2X4 DF No.1&Btr G R48377107 Structural wood sheathing directly applied or 4-10-7 oc purlins. A07 Piggyback Base Rigid ceiling directly applied or 2-11-12 oc bracing. 1 1 Suite 109 1 Row at midpt I -S Citrus Heights, CA 95610 WEBS 2X4 DF Stud/Std G `Except` WEBS 1 Row at midpt E Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA Q-S,J-S: 2X4 DF No.2 G 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Sep 09 13:58:18 2016 Page 1 ID:uU1M6vTF3NZrueBbLVqIDVygPli-CcwS?b98?UaY5MOZKYxbgCB4OSk_cpoQ3hh_9myfLlp 5-5-0 10-3-8 14-9-9 19-3-11 24-11-15 30-8-4 36.4.8 37-6-5 43-9-6 50-0-7 56-10-0 5-5-0 4-10-8 4-6-1 4-6-1 5.8-0 5-8-4 5-8-4 1-1-13 6-3-1 6-3-1 6-9-9 Max Uplift W=-212(LC 8), 0=-106(LC 9), N=-295(LC 21) Scale = 1:100.2 3x4 II 6.00 12 5x6 = 6x8 M18SHS = 3x5 = 3x5 = F G H I J X W 4x5 = 3x5 = 3x4 II 4x4 = R Q AK P 0 3x4 II 6x5 = 3x4 II 4x5 = 8x8 = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TPI2007 CSI. TC 0.41 BC 0.86 WB 0.95 Matrix -MSH DEFL. in Vert(LL) -0.17 Vert(TL) -0.49 Horz(TL) 0.22 (loc) I/deft L/d S -T >999 240 S -T >985 180 O n/a n/a PLATES MT20 M18SHS Weight: 351 Ib GRIP 220/195 220/195 FT = 20% LUMBER- BRACING - building design. Bracing irdicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is for M iTek' TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-10-7 oc purlins. BOT CHORD 2X4 DF No. 1&Btr G `Except` BOT CHORD Rigid ceiling directly applied or 2-11-12 oc bracing. Except: C-W,I-R: 2X4 DF Stud/Std G, U-V,S-U: 2X6 DF SS G Suite 109 1 Row at midpt I -S Citrus Heights, CA 95610 WEBS 2X4 DF Stud/Std G `Except` WEBS 1 Row at midpt E -V, G -U, H -S, J -Q Q-S,J-S: 2X4 DF No.2 G REACTIONS. (Ib/size) W=2465/0-5-8, 0=2276/0-5-8, N=-195/0-5-8 Max Harz W=156(LC 8) Max Uplift W=-212(LC 8), 0=-106(LC 9), N=-295(LC 21) Max Grav W=2465(LC 1), 0=2276(LC 1), N=69(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-66/406, B -C=-199/1512, C -E=-171/1480, E -F=-1284/217, F -G=-1125/208, G -H=-1795/238, H -I= -1577/208,1 -J= -1558/208,J -K=-1437/201, K -M=-1145/194, M -N=-81/1026 BOT CHORD A -X=-302/92, V -W=-2421/242, C -V=-339/172, U -V=-135/701, T -U=-160/1651, S -T= -142/1801,P -Q=0/972, O -P=-852/78, N -O=-852/78 WEBS B -X=-90/309, V -X=-280/171, B -V=-985/182, E -V=-2701/213, E -U=-82/820, F -U=-4/389, G -U=-8701190, G -T=0/423, H -S=-428/147, Q -S=0/2374, J -S=-225/2408, J -Q=-2062/137, K -Q=-81/407, K -P=-759/105, M -P=-53/1999, M -O=-2114/173 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate 0()FESSIfo grip DOL=1.33 �� . ;�E 3) Provide adequate drainage to prevent water ponding. T EQ 4) All plates are MT20 plates unless otherwise indicated. ��� Q�� ��Z2 �1, 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.�Lp �? 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 1-0-0 wide C'J Q C 75435 n Tn will fit between the bottom chord and any other members, with BCDL = 10.Opsf. LtJ W C r'f LY. 7) A plate rating reduction of 20% has been applied for the green lumber members. X` EXP. 03/31120188) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) k W=212, 0=106, N=295. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ThrTFG'r C�L�F��\� September 9,2016 ® WARNING - Verlfy deslgn pardmefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use. -he building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing irdicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is for M iTek' always required 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 Job Truss Truss Type Qty Ply Hignell, Doug & Kaylinn ` Plate Grip DOL 1.15 TC 0.53 Vert(LL) -0.11 S -T >999 240 R48377108 1608-092 A08 Piggyback Base 4 1 Citrus Hei his. CA 95610 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(TL) 0.11 0 n/a n/a Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Sep 09 13:58:20 2016 Page 1 ID:uU1 M6vTF3NZrueBbLVgIDVygPli-8_2DQGAPW5gGKgYxRzz3wdHOgGUm4nEjX?A4EfyfUn 5.5-0 10-3-8 14-9-9 19.3-11 24-11-15 30-8-4 36 4 8 37-6 5 45-7-4 50-11-6 56-10-0 5-5-0 4-10-8 4-6-1 4-6-1 5-84 5-8-4 5-8-4 1-1-13 8-0-15 5-4-2 5-10-10 3x4 II 6.00 12 5x6 = 3x5 = 3x5 = 5x6 = F G H I J X W .,... — 4x4 = R Q AK P O N 4x5 — 3x5 = 3x4 II 3x4 II 3x6 = 2x4 II 6x8 = 4x5 = NAILED Scale = 1:100.2 4x5 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) -0.11 S -T >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.58 Vert(TL) -0.31 S -T >999 180 Citrus Hei his. CA 95610 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(TL) 0.11 0 n/a n/a BCDL 10.0 Code IBC2012/TP12007 Matrix -MSH Weight: 349 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-10-10 oc purlins. BOT CHORD 2X4 DF No.1&Btr G "Except" BOT CHORD Rigid ceiling directly applied or 3-3-0 oc bracing. Except: C-W,I-R: 2X4 DF Stud/Std G, U-V,S-U: 2X6 DF SS G 1 Row at midpt I -S WEBS 2X4 DF Stud/Std G WEBS 1 Row at midpt E -V, G -U, H -S, J -Q, K -O REACTIONS. (Ib/size) W=2193/0-5-8, 0=2400/0-5-8 Max Horz W=-156(LC 9) Max Uplift W=-222(LC 27), 0=-441(LC 9) Max Grav W=2229(LC 19), 0=241O(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-67/395, B -C=-199/1507, C -E=-171/1478, E -F=-981/220, F -G=-827/211, G -H=-1240/243, H -I=-779/204, I -J=-763/204, J -K=-643/191, K -L=-310/1094, L -M=-90/590 BOT CHORD A -X=-291)93, V -W=-2185/251, C -V=-335/172, U -V=-137/555, T -U=-164/1257, S -T=-149)1238, O -Q=-872/411, N -O=-460/128, M -N=-460/128 WEBS B -X=-90/309, E -V=-2390/212, E -U=-82/696, G -U=-580/188, H -T=0/274, H -S=-678/184, Q -S=-1/1242, J -S=-247/1602, J -Q=-1551/164, K -Q=-203/1579, K -O=-2034/359, L -O=-505!331, V -X=-271/170, B -V=-990/183 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33O`C�°Jir"CSS/01 3) Provide adequate drainage to prevent water ponding. t, 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Eo 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 1-0-0 wide ��� Q�� �O15 will fit between the bottom chord and any other members, with BCDL = 10.Opsf. �N 6) A plate rating reduction of 20% has been applied for the green lumber members. CD Q C 75435 T1ti 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except Qt=lb) LuLu C M W=222, 0=441. ty 8) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. * EX . 03/31/2018 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ( A LOAD CASE(S) Standard 'S' ��F C`1F 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 September 9,2016 A WARNING -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 ontywith MlTea 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 budding of individual truss web and/or chord members only. Additional temporary and permanent bracing is MiTek' 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 I Quality Criteria, DSB-89 and BCSI Building Component Safety Information avalcble from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. 7777 Greenback Lane Suite 109 Citrus Hei his. CA 95610 Job Truss Truss Type Qty Pty Hignell, Doug & Kaylinn 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 b acing R48377108 1608-092 A08 Piggyback Base 4 1 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Reference o L+onal SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Incustries, Inc. Fri Sep 09 13:58:20 2016 Page 2 ID:uU1M6vTF3NZrueBbLVgIDVygPli-8 2DQGAP'N5gGKgYxRzz3wdHOgGUm4nEjX?A4EfyfLln LOAD CASE(S) Standard Uniform Loads (plo Vert: A -F=-60, F -J=-60, J -M=-60, W -Y=-20, S -V=-20, R -AB= -20 Concentrated Loads (lb) Vert: N= -46(F) A WARNING - Verily 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 MiTek® 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 b acing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/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 Job Truss Truss Type Qty I Ply Hignell, Doug & Kaylinn TCLL 20.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.11 S -T >999 240 848377109 1608-092 A09 Piggyback Base 2 1 7777 Greenback Lane BCLL 0.0 ' Rep Stress Incr YES WB 0.80 Horz(TL) 0.07 N n/a n/a Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MITek Industnes, Inc. Fri bep 09 13:b821 2016 Nage 1 I D:uU t M6vTF3NZrueBbLVgI DVygPli-dBcbdcB 1 HPy7yg78?gU ISgpbJfpSpCstmfvem5yfLlm 5-5-0 10-3.8 14-9-9 1%-11 26-4-1 33.4-8 37-_ 5 43-9-6 50-0] 56-1Q0_ 5-5-0 4-10-8 4-6-1 4-6-1 7-0-6 7-0-6 4-1-13 6-3-1 6-3-1 6.9-9 6.00 12 5x6 = 2x4 II 45 = 5x6 = F G H I X W �V R Q P O N 4x5 3x5 = 3x4 II 3x4 II 4x10 = 3x6 = 4x8 = 3x4 II = Scale = 1:100.2 4x5 = 4 4 0 M tv 0 N 0 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.11 S -T >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.62 Vert(TL) -0.32 S -T >999 180 7777 Greenback Lane BCLL 0.0 ' Rep Stress Incr YES WB 0.80 Horz(TL) 0.07 N n/a n/a Citrus Heights, CA 95610 BCDL 10.0 Code IBC2012/TP12007 Matrix -MSH Weight: 342 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4-6-12 oc purlins. BOT CHORD 2X4 DF No. 1&Btr G *Except* BOT CHORD Rigid ceiling directly applied or 2-11-15 oc bracing. C-W,H-R: 2X4 DF Stud/Std G, U-V,S-U: 2X6 DF SS G WEBS 1 Row at midpt E -V, H -T, I -Q WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) W=2496/0-5-8, N=2051/0-5-8 Max Horz W=156(LC 8) Max Uplift W=-210(LC 8), N=-195(LC 9) Max Grav W=2496(LC 1), N=2061 (LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-83/504, B -C=-198/1530, C -E=-174/1504, E -F=-1309/220, F -G=-1769/266, G -H=-1769/266, H -I=-1889/240, I -J=-1500/212, J -L=-1384/142, L -M=-88/563 BOT CHORD A -X=-384/116, V -W=-2465/235, C -V=-307/154, U -V=-136/726, T -U=-108/1191, S -T=-117/1904, H -S=-271/199, O -Q=-2/1169, N -O=-425/123, M -N=-425/123 WEBS B -X=-102/342, V -X=-372/183, B -V=-939/177, E -V=-2763/219, E -U=-87/840, F -U=-497/174, F -T=-179/948, G -T=-474/201, Q -S= -23/1460,1 -S= -183/1274,1-Q=-715/134, J -O=-588/102, L-0=46/1728, L -N=-1901/266 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; 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. �OFESSIo j� 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 1-0-0 wide 066 E<'Z will fit between the bottom chord and any other members, with BCDL = 10.Opsf. �w A� s - 6) A plate rating reduction of 20% has been applied for the green lumber members. _� �� �� Z 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) Q C 75435 n 1'1 W=210, N=195. LL] C 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. * E R 0313112018 0r September 9,2016 ® 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 MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not Nat Nat 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 MiTeiC' 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 Job , Truss Truss Type Qty Ply Hignell, Doug & Kaylinn LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-11-2 oc purlins. BOT CHORD 2X6 DF SS G BOT CHORD 848377110 1608-092 A10 Piggyback Base 3 1 1 7777 Greenback Lane Max Uplift T=-207(LC 8), N=-169(LC 9), M=-43(LC 21) Max Grav T=2498(LC 1), N=1985(LC 2), M=73(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Job Reference (optional) SYSTEMS PLUS LUMBER GO, ANUERSUN, CA B.UtU S Apr ZU ZU16 MI I eK Industnes, Inc. Fn Sep U9 13:b8:ZZ Z01b Page 1 ID:uUt M6vTF3NZrueBbLVgIDVygPli-5NAzryCf2j4_ZziKZO?X?2MnJ3E?YfxO_JfBIXyfLll 6-0-0 6-9-9 14-6x7 19-3-11 25.4-9 31-5-7 37-6.5 43-9 50-0-7 56-10-0 6-0-0 0-9- 7-8-14 4-9-3 6-0.14 IZ14 6-0-14 6-3.1 6-3-1 6-9-9 6.00 12 5x6 = 3x5 = 3x5 = 5x6 = G H I Scale =1:98.1 INT, U T Z AA S AB AC R AD AE O P AF O N 4x5 = 2x4 II 4x10 = 7x8 = 4x4 = 4x8 = 4x8 = 3x4 II 4x5 = 4x6 = LOADING (pso TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012ITPI2007 CSI. TC 0.33 BC 0.28 WB 0.81 Matrix -MSH DEFL. in Vert(LL) -0.10 Vert(TL) -0.26 Horz(TL) 0.04 (loc) I/dell L/d Q -R >999 240 Q -R >999 180 N n/a n/a PLATES GRIP MT20 220/195 Weight: 357 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-11-2 oc purlins. BOT CHORD 2X6 DF SS G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4 DF Stud/Std G WEBS 1 Row at midpt E -T, G -S, H -R, H -Cl REACTIONS. (Ib/size) T=2498/0-5-8, N=1981/0-5-8, M=63/Mechanical fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Max Horz T=157(LC 8) 7777 Greenback Lane Max Uplift T=-207(LC 8), N=-169(LC 9), M=-43(LC 21) Max Grav T=2498(LC 1), N=1985(LC 2), M=73(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Citrus Heights, CA 95610 TOP CHORD A -B=-68/545, B -C=-99/889, C -E=-32/903, E -F=-1188/198, F -G=-1023/193, G -H=-1610/216, H -I=-1413/198, I -J=-1667/200, J -L=-1526/152, L -M=-38/346 BOT CHORD A -U=-421/114, T -U=-421/114, S -T=-103/599, R -S=-136/1486, Q -R=-119/1612, O -Q=0/1296 WEBS E -T=-2179/120, E -S=-61/913, F -S=0/328, G -S=-854/177, G -R=0/416, H -Q=-440/162, I -Q=0/435, J -Q=-65/277, J -O=-555/96, L -O=-54/1672, L -N=-1767/227, B -T=-423/152 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; 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 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 0,00 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. ��� Q I E000 �rF 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) M except Qt=lb) T=207, N=169. t 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co.C 7543 5 C dw' X EXP, 03/31/2.01; -OF CA', 4 4 0 IT 0 September 9,2016 ,& WARNING - 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 wi-h 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 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 MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 3i2. Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Hignell, Doug & Kaylinn LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 44-7 oc purlins. BOT CHORD 2X6 DF SS G BOT CHORD 848377111 1608-092 A11 Piggyback Base 1 1 7777 Greenback Lane Max Uplift M=-166(LC 9), S=-186(LC 8), L=-127(LC 21) Max Grav M=2327(LC 1), S=2237(LC 1), L=47(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Sep 09 13:58:24 2016 Page 1 ID:uU1 M6vTF3NZrueBbLVgIDVygPli-1mHkGeDvaKLhpHsigo2?4TR74twgOXxJSd8lNQyfLlj 5-6-12 6-9-� 13-0-10 19-3-11 25-4-9 31-5-7 3Z -5 43-9-6 50-0-7 56-10-0 5-6.12 1 2-13 6-3-1 6-3-1 6-0-14 6-0-14 6-0-14 6-3-1 6-3 5x6 = 6.00 12 3x5 = 3x5 = 5x6 = F G H Scale = 1:98.1 AA AS AC 4x5 = 3x4 II 4x8 = 7x8 = 4x4 = 7x8 = 4x8 = 3x4 II 4x5 = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TPI2007 CSI. TC 0.37 BC 0.32 WB 0.91 Matrix -MSH DEFL. in Vert(LL) -0.12 Vert(TL) -0.34 Horz(TL) 0.06 (loc) I/defl L/d P -Q >999 240 P -Q >999 180 M n/a n/a PLATES GRIP MT20 220/195 Weight: 352 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 44-7 oc purlins. BOT CHORD 2X6 DF SS G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4 DF Stud/Std G WEBS 1 Row at midpt F -Q, F -P, G-0 REACTIONS. (Ib/size) M=2327/0-5-8, S=2237/0-5-8, L=-23/Mechanical fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIJTPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Max Horz S=157(LC 8) 7777 Greenback Lane Max Uplift M=-166(LC 9), S=-186(LC 8), L=-127(LC 21) Max Grav M=2327(LC 1), S=2237(LC 1), L=47(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-58/389, B -D=-1945/156, D -E=-2062/223, E -F=-1761/218, F -G=-2118/229, G -H= -1683/204,H -I= -1972/207,1 -K= -1716/147,K -L=-45/537 BOT CHORD A -S=-272/89, R -S=-279/166, Q -R=-131/1664, P -Q=-153/2068, O -P=-130/2042, N-0=0/1465, M -N=417/65, L -M=-417/65 WEBS D -R=-577/92, E-01=0/617, F -Q=-638/167, G -P=0/306, G -O=-731/170, H-0=0/571, 1-0=-72/421, I -N=-719/100, K -N=-61/2055, K -M=-2098/224, B -S=-2018/255, B -R=-37/2012 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; 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 1-0-0 wide �r will fit between the bottom chord and any other members, with BCDL = 10.Opsf. T EQ 6) A plate rating reduction of 20% has been applied for the green lumber members. �� p ��s 7) Refer to girder(s) for truss to truss connections. C' 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) t Q C 75435 C M=166, S=186, L=127. W uj rri 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. EXP. 03/31/2018 OF CM - 4 0 0 c� 0 September 9,2016 WARNING - Verlfy desJgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10111-7473 10/03/I015 BEFORE -- rev. USE. Design valid for use only with MiTek® 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 for MiTek' always required 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 ANSIJTPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 Job ' Truss Truss Type Qty jPly Hignell, Doug & Kaylinn building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is MiTek' always required for stabifiy and to prevent collapse with possible personal injury and property damage. For general guidance regarding the R48377112 1608-092 Al2D GABLE 1 1 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Sep 09 13:58:32 2016 Page 1 ID:uU1 M6vTF3NZrueBbLVgIDVygPli-olmlxNJxinLZmWTF8UBtP9mQC5ciu81UHt4jfyyfLlb ~69-9 6-3- 6-3-11 6-0-14 4-1.2 1.11-12 S14 05_31 2�-2-1,a a -0-7 i 6--0.7 S0.3r11_SS6-6-54_ 1 5x6 = 6.00 12 6x8 H K M 5x6 = Scale = 1:102.0 AM AL 9X AK Al BY At BZ AH AG AF AE AD AC AB AA Z Y X W 4x5 - 3x6 II 4x8 = 4x6 = 3x5 = 3x5 = 3x5 = 3x6 = 6x12 = 45 = 3x8 = 54-0 5E-12 13-0-10 19-3-11 24.6.10 28 -SO 23511 34-1.5 37-55 38-8-14 43-8-0 46-10.14 50.3-11 56-10.0 54-0 0.2-'12 7-5-14 6-3-1 52-15 3-10.6 1-0.11 47-10 380 T-2-9 4-11-2 3-2-14 3-0-13 6-B-5 Plate Offsets (X,Y)-[E:0-4-0,0-2-8],[F:0-4-0,0-1-12],[L:0-7-0,0-5-0],[P:0-3-0,0-2-0],[S:0-0-0,0-0-0],[T:0-3-0,0-3-0],[U:0-0-0,0-0-0],[Z:0-0-0,0-0-0],[AD:0-54,0-2-12], [AF:0-0-0,0-0-0], [AL:0-3-8,0-2-0], [AO:0-0-0,0-0-0], [AP:0-0-0,0-0-0], [AQ:0-0-0,0-0-0], [AR:0-0-0,0-0-0], [AS:0-0-0,0-0-0], [AT:0-1-14,0-1-0], [AU:0-0-0 ,0-0-01, (AV:0-1-14,0-1-0], [AW:0-1-14,0-1-0], [AY:0-0-0,0-0-0], [AZ:0-0-0,0-0-0], [BB:0-0-0,0-0-0], [BB:0-0-0,0-0-0], [BC:0-0-0,0-0-0], [BE:0-0-0,0-0-0], [BE:0-0-0,0-0-0]fBF:0-0-0.0-0-0],-[BH:0-0-0,0-0-01[BH:0-0-0.0-0-01.[BO:0-0-0,0-0-O[BP:0-0-0.0-0-0]-[BQ:0-0-0,0-0-0] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.62 Vert(LL) 0.11 At >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.51 Vert(TL) -0.18 AI -AK >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(TL) 0.13 Y n/a n/a BCDL 10.0 Code IBC2012rrPI2007 Matrix -MSH Weight: 469 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G 'Except' TOP CHORD Structural wood sheathing directly applied or 4-2-6 oc purlins. F-I,I-AD: 2X6 DF SS G BOT CHORD Rigid ceiling directly applied or 3-7-10 oc bracing. BOT CHORD 2X4 DF No. 1&BV G WEBS 1 Row at midpt D -AK, S -AD, B -AL, F -AK WEBS 2X4 DF Stud/Std G JOINTS 1 Brace at Jt(s): Q, G. L, BP OTHERS 2X4 DF Stud/Std G REACTIONS. All bearings 13-5-8 except Qt=length) AM=0-5-8. (lb) - Max Horz AM=-218(LC 38) Max Uplift All uplift 100 Ib or less at joints) W, X, AB, AC except AM=-1531(LC 27), AD=-577(LC 19), Z=-732(LC 38), V=-1219(LC 30) Max Grav All reactions 250 Ib or less at joint(s) W, X, Y, AA, AB, AC, V except AM=2284(LC 40), AD=2458(LC 1), AD=2458(LC 1), Z=650(LC 21), V=1219(LC 25) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD A -B=-626/797, B -D=-1787/1210, D -E=-1382/881, E -F=-1122/676, F -H=-1049/910, H -K= -569/273,K -M=-569/420, M -P=-755/616, P -S=-1311/1262, S -U=-2583/2860, U-V=-2513.r2609,F-G=-1490/1247, G -J=-1550/1291, J -L=-1736/1416, L -N=-1794/1485, N -O=-1796/1497, O -Q=-1778/1468, Q -R=-1728/1115, R -AD= -1846/1216 BOT CHORD A -AM= -335/125, AL -AM= -335/253, AK -AL= -1705/2179, AI -AK= -2309/2800, AH -AI= -2240/2727, AG -AH= -2100/2490, AE -AG= -1794/2101, AD -AE= -1794/2101, AC -AD= -3364/3338, AB -AC= -2349/2271, AA -AB= -1731/1709, Z -AA= -1226/1147, Y -Z=-605/526, X -Y=-668/642, W -X=-1282/1204, V -W=-2178/2100 0`CZOFE.SS%0�e WEBS D -AL= -717/675, D -AK= -650/696, E -AK= -12/325, P -Q=-508/254, Q -S=-668/1100, !� ljE B -AM= -2124/1596, S -AD= -1317/674, U -Z=-634/760, U -AD= -903/747, B -AL= -1652/2405, �L ¢Q � E o f jos �y F-AK=-59Ed601, L -AH= -207/368, R -AG= -355/452, H -J=-532/210, J-BQ=-111/548, BP-BQ=-9.1/526, BO -BP= -104/571, P -BO= -136/551 �L C 75435 NOTES- (13) LU C 1) Unbalanced roof live loads have been considered for this design. * EXP. G3i311201E 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 1i , 3) Truss designed for wind bads 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. QT ck�,�� 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable Studs Spaced at 1-4-0 oc. September 9,2016 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473re, 10/03/2015 BEFORE USE. Design valid for use only witn 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 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 MiTek' always required for stabifiy 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/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information avoliab'e from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. 7777 Greenback Lane Site Ina Job Truss Truss Type Qty Ply Hignell, Doug 8 Kaylinn 848377112 1608-092 Al2D GABLE 1 1 Job Reference o -:ional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Sep 09 13:58:32 2016 Page 2 ID:uU 1 M6vTF3NZrueBbLVgIDVygP Iiolml:cNJxinLZmWTF8U BtP9mQC5ciu81UHt4jfyyfLib NOTES- (13) 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 1-0-0 wide will fit oetween the bottom chord and any other members, with BCDL = 10.Opsf. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) W, X, AB, AC excepL(jt=1b) AM=1531, AD=577, Z=732, V=1219, V=1219. 11) This truss has been designed for a total drag load of 5500 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 43-9-6 to 56-10-0 for 421.4 plf. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/07/2015 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 r �' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent br=ing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Bunding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei his CA 95610 Job Truss CSI. TC 0.47 BC 0.62 WS 0.78 Matrix -MSH Truss Type Qty Ply Hignell, Doug & Kaylinn GRIP 220/195 165/146 FT = 20% LUMBER- BRACING - 848377113 1608-092 801 Structural wood sheathing directly applied or 3-9-13 oc purlins. PIGGYBACK BASE 2 1 1 WEBS 2X4 DF Stud/Std G *Except* WEBS 1 Row at midpt E -Q, H -O, J -N Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Sep 09 13:58:33 2016 Page 1 1 Brace at Jt(s): U, V ID:uU 1 M6vTF3NZrueBbLVq I DVygPli-GVK79jKZS5TQOg2RiBi6xMJdKVwGdd8e WXpHBOyfLla 2-0-0 6-9-9 13-0-10 19-3-11 244 6-5 30-2-0 30-916 37-0-7 38-5-0 43-10-0 45-10-0 2-0-0 6-9-9 6.3-1 6-3-1 5-2-10 5.7-11 0-7-0 6-3-1 1-4-9 5-5-0 2-0-0 Scale = 1:80.5 Max Harz B=172(LC 8) 5x6 = 5x6 = 6.00 r12 F G 3x4 5- 3x4 1 Max Grav B=1611(LC 19), K=1285(LC 1), N=1032(LC 20) H E 3x10 3x10 i U V I 0 4 2x4 = 4 D 4x4 = o 0 3x4 THIS TRUSS 3x4 o C DESIGNED FOR J H -J=-1499/340, J -K=-2196/269 LIMITED ACCESS STORAGELOAD 20psf ONLY m e K 4A o _ Iv o R AC Q P AD T S O N M 4x6 % 2x4 II 3x10 MT20HS =3x5 = 3x4 = 3x4 = 2x4 II 3x6 = WEBS E -S=0/477, E -Q=-821/236, Q -U=-81/654, F -U=-81/651, O -V=-70/298, 3x4 = 3x10 MT20HS = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TPI2007 CSI. TC 0.47 BC 0.62 WS 0.78 Matrix -MSH DEFL. in Vert(LL) -0.28 Vert(TL) -0.85 Horz(TL) 0.16 (loc) Udell L/d Q -S >999 240 Q -S >424 180 K n/a n/a PLATES MT20 MT20HS Weight: 241 lb GRIP 220/195 165/146 FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-9-13 oc purlins. BOT CHORD 2X4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Stud/Std G *Except* WEBS 1 Row at midpt E -Q, H -O, J -N F -0,G -O: 2X4 OF No.2 G JOINTS 1 Brace at Jt(s): U, V REACTIONS. (Ib/size) B=1610/0-5-8, K=1285/0-5-8, N=851/0-3-8 Max Harz B=172(LC 8) Max Uplift B=-245(LC 8), K=-117(LC 8), N=-21 O(LC 9) Max Grav B=1611(LC 19), K=1285(LC 1), N=1032(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2783/376, C -E=-2261/347, E -F=-1683/319, F -G=-1244/290, G -H=-1564/330, H -J=-1499/340, J -K=-2196/269 BOT CHORD B -T=-412/2428, S -T=-412/2428, Q -S=-262/1951, O -Q=-94/1411, N -O=-166/1307, M -N= -185/1918,K -M=-185/1918 WEBS E -S=0/477, E -Q=-821/236, Q -U=-81/654, F -U=-81/651, O -V=-70/298, G -V=-97/446, C -S=-522/161, F -V=-272/48, H -N=-681/225, J -M=0/292, J -N=-718/207 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; 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. "I 6) 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 1-0-0 wide I EQ will fit between the bottom chord and any other members, with BCDL = 10.Opsf. D�ts �yG7 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) III6 C 75435 CJ1G B=245, K=117, N=210. �LULU 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. , EXP. 0313112018 September 9,2016 ® WARNING - 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 parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe �� 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 Job 1608-092 Truss B02 2-0-0 Truss Type PIGGYBACK BASE DEFL. Qty 4 Ply 1 Hignell, Doug & Kaylinn R48377114 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Sep 09 13:58:35 2016 Page 1 TC 0.40 Verl(LL) 0.48 ID:uU 1 M6vTF3NZrueBbLVq IDVygPli-CtSuZ?Mp_ij8dzBggcka 1 n0_vJYK5X8w_rl NGHyfLIY >951 6-9-9 13-0.10 19-3-11 24-6 5 30.9 6 37-0-7 43-10-0 45-10-0 BC 0.77 6-9-9 6-3-1 6-3-1 5-2-10 6-3-1 6-3-1 6-9-9 2-0-0 180 BCLL 0.0 ' Rep Stress Incr YES Scale = 1:78.7 Horz(TL) 0.11 J 5x8 = n/a BCDL 10.0 Code IBC2012rrP12007 6.00 12 5x6 = E AA FAB 3x5 = 3x4 II 4x8 = 3x10 = 3x4 = 3x5 = 3x4 = 4x8 = 3x10 = 56112 13-0-10 1 19-3-11 24-6-5 33-10-15 43-10-0 5-4-0 0-2-12 7-5 14 6-3-1 5-2-10 9-4-9 9-11-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.15 TC 0.40 Verl(LL) 0.48 L -M >951 240 TCDL 10.0 Lumber DOL 1.15 BC 0.77 Vert(TL) -1.32 L -M >348 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.81 Horz(TL) 0.11 J n/a n/a BCDL 10.0 Code IBC2012rrP12007 Matrix -MSH LUMBER - TOP CHORD 2X4 DF No.t&Btr G BOT CHORD 2X4 DF No.t&Btr G WEBS 2X4 DF Stud/Std G *Except* JOINTS E -0,F -M: 2X4 DF No.1&BtrG PLATES GRIP MT20 220/195 Weight: 230 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt G -M JOINTS 1 Brace at Jt(s): S, T REACTIONS. (Ib/size) R=2111/0-5-8, J=1716/0-5-8 Max Harz R=-188(LC 13) Max Uplift R=-76(LC 8), J=-117(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-88/454, B -D=-1727/0, D -E=-1835/27, E -F=-1743/83, F -G=-1962/29, G -I=-2712/99, I -J=-2926/122 BOT CHORD A -R=-327/116, Q -R=-327/188, O -Q=0/1467, M-0=0/1627, L -M=0/2142, J -L=0/2548 WEBS D -Q=-563/53, D -O=-14/273, M -T=-70/700, F -T=-27/528, G -M=-738/256, G -L=-36/536, I -L=-322/195, B -R=-1928/159, B-0=0/1841, E -T=-78/396 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 200.01b AC unit load placed on the top chord, 21-11-0 from left end, supported at two points, 4-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 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 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) R except at --lb) J=117. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. o1,°JF ESS%o�7 LU UJ C 75435(C M EXP t 3131 /2.0113 0r September 9,2016 A WARNING -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 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 M iTe k' is always required for stab lity 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/1711 Quality Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane Safety Information avoila Die from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 Citrus He! his CA 95610 Job Truss Truss Type (City P1 I Hignell, Doug & Kaylinn PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 848377115 , 1608-092 COLD Piggyback Base 1 1 i BC 0.58 Vert(TL)-0.56AX-AZ >787 180 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Sep 09 13:58:38 2016 Page 1 ID:uU l M6vTF3NZrueBbLVqlDVygPli-dS80CQOhHd5iURwPVIIHeQOWtWd 1 IwINgoX1 scyfLIV 31-10-3 38-6-0 30-96 33-2-3 35-10-3 37-2-0 41-2-0 43-10-0 45.10-017-10-0 -2-0-0 6-9-9 13-P10 19-3-11 24-6-5 28-11.4 30.6-3, 32-66 346-3 37-0.7 39-10-0 42.6-f1 5-20 46-6,0 492-0 2.0-0 6-9-9 6-3.1 6-3-1 5-2-10 44-15 1515' 0'-8-3 1-0-0tA-0' 0-1-9 'I-40'1-01-0-0id-0 -4-0 0-3-30-7-13 1-24 1-40 050 14-0 Scale = 1:93.2 1-0-13 TRUSS DESIGNED FOR WIND LOADS IN THE PLANE OF THE TRUSS ONLY. 5x6 - 6.00 12 7x8 5x6 = G H J MP R ren nvv AV Al A0 AM AU AY AV --- 4x8 = 3x5 = 48 = 3x8 = 3x5 = 3x8 = 3x6 = 3x4 II 6x8 = 46-6-0 492-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def! Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL)-0.22AX-AZ >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.58 Vert(TL)-0.56AX-AZ >787 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.69 Horz(TL) 0.09 AT n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH Weight: 373 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G *Except* TOP CHORD Structural wood sheathing directly applied or 3-11-8 cc purlins. G-L,L-AS: 2X6 DF SS G BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing, Except: BOT CHORD 2X4 DF No. 1&Btr G 4-6-7 cc bracing: B -AZ WEBS 2X4 DF Stud/Std G 5-6-2 cc bracing: AX -AZ. WEBS 1 Row at midpt E -AX, G -AW JOINTS 1 Brace at Jt(s): !, W, O, AD, S REACTIONS. All bearings 16-0-0 except Qt=length) B=0-5-8. (Ib) - Max Horz B=628(LC 27) Max Uplift All uplift 100 Ib or less atjoint(s) AO, AP except B=-889(LC 27), AT=-114(LC 27), AM=-372(LC 30), AQ=-150(LC 25), AR=-522(LC 30) Max Grav All reactions 250 Ib or less at joint(s) AO, AP, AQ except B=1562(LC 1), AT=2071(LC 1), AM=464(LC 39), AR=459(LC 25), AM=263(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2736/1753, C -E=-2316/1339, E -F=-1571/891, F -G=-1323/505, G -H=-338/549, H -J=-120/331, M -P=-90/271, G -I=-1292/492, I -K=-1155/488, K -N=-1169/497, N -O=-1200/507, O -Q=-1194/486, Q -S=-1226/487, S -U=-1244/488, U -W=-1278/489, W -Y=-417/692, Y -AA= -410/679, AA -AD= -403/671, AD -AF= -397/661, AF -AS= -390/657, P -R=-115/317, R -T=-196/395, T -V=-283/451, V -X=-367/517, X -Z=-446/557, Z -AB= -547/621, AB -AE= -644/701, AE -AG= -743/778, AG -AH= -845/847, AH -AI= -887/876, AI -AJ= -865/834, AJ -AK= -896/840, AK -AL= -911/828, AL -AM= -954/839 BOT CHORD B -AZ= -2107/2875, AX -AZ= -1439/2145, AW -AX= -897/1412, AV -AW= -572/1090, AT -AV= -483/405, AS -AT= -890/811, AR -AS= -355/528, AQ -AR= -431/604, AP -AQ= -506/680, AO -AP= -583/749, AM -AO= -693/878 WEBS C -AZ= -342/210, E -AZ= -47/522, E -AX= -699/248, F -AX= -130/394, G -AX= -276/478, I -AV= -505/150, W -AT= -1895/210, W -AV= -169/1569 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; 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 2x4 MT20 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 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) AO, AP except (jt=1b) B=889, AT=114, AM=372, AQ=150, AR=522, AM=372. M �Iv 9N TE00�sE�rZ LU C 75435 c X X EXR 03/31/2.018 J* OF 4 4 0 September 9,2016 ® 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 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 M iTe 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/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 Job , Truss Truss Type Qty PlyHignell, Doug & Kaylinn 848377115 1608-092 C01D Piggyback Base 1 1 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Sep 09 13:58:38 2016 Page 2 ID:uU 1 M6vTF3NZrueBbLVq IDVygPli-dS80CQOhHd5iU RwPVI IHeQOWtWd 1 IwINgoX1 scyfLIV NOTES- (11) 9) This truss has been designed for a total drag load of 2500 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 43-10-0 for 57.0 plf. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. A WARNING -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 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 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M ITe �' 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 Bunding 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 Job Truss Truss Type 6-7-5 Qty Ply Hignell, Doug & Kaylinn LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/c R48377116 1608-092 CO2 Piggyback Base Vert(LL) -0.22 6 1 TCDL 10.0 Lumber DOL 1.15 BC 0.56 Vert(TL) -0.55 M -N >796 18C BCLL 0.0 ' Job Reference rational SYSTEMS PLUS LUMBER CO, ANDERSON, CA Horz(TL) 0.08 8.010 s Apr 20 2016 MiTek I idustries, Inc. Fri Sep 09 13:58:39 2016 Page 1 BCDL 10.0 ID:uU t M6vTF3NZrueBbLVq IDVygPli-5ehOPmPK2xEZ6bVb3SpW BdZd 1 w_a 1 K_WuSGbP2yfLl U 2.0-0 6-0-0 6.9-9 13-0-10 19-3-11 25-11-0 32-6-5 38.9-6 45-0-7 51-10-0 2-0-0 6-0-0 0-9-9 6-3-1 6-3-1 6-7-5 6-7.5 6-3-1 6-3-1 6-9-9 TOP CHORD Structural wood sheEthing directly applied or 4-1-4 oc purlins. BOT CHORD 2X4 OF No.1 &Btr G Scale = 1:92.0 6.00 12 5x6 = 3x8 = 5x6 = 4x5 = 2x4 II 4x5 = 3x6 = 2x4 II 5x8 = 3x5 = 4x6 = 6x8 = 6-0-0 7-9-10, 15-0-12 19-3-11 25-11-0 32-6-5 41-10.15 51-10-0 6-0-0 1-9-10 7-3-2 4-2-15 6-7-5 6-7-5 9-4-9 9-11-1 Plate Offsets (X,Y)— [F:0-3-0,0-2-01, [H:0-4-0,0-2-81, [L:0-1-0 EdgJe JN:0-4-0,0-3-41 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/c PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.58 Vert(LL) -0.22 M -N >999 24C MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.56 Vert(TL) -0.55 M -N >796 18C BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(TL) 0.08 L n/a n/e BCDL 10.0 Code IBC2012fTP12007 Matrix -MSH Weight: 284 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheEthing directly applied or 4-1-4 oc purlins. BOT CHORD 2X4 OF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4 DF Stid/Std G WEBS 1 Row at midpt E -R, F -P, G -P, I -N, C-R REACTIONS. (Ib/size) B=376/0-5-8, R=2556/0-5-8, L=1335/Mechanical Max Harz B=188(LC 8) Max Uplift B=-90(LC 8), R=-166(LC 8), L=-163(LC 9) Max Grav B=460(LC 19), R=2556(LC 2), L=1349(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD B-C=-3EO/244, C -E=-59/844, G -H=-1192/244, H -I=-1417/232, I -K=-2152/291, K -L=-2389/316 BOT CHORD B -S=-188/275, R -S=-188/275, P -R=-649/212, O -P=-21/907, N -O=-21/907, M -N=49/1640, L -M=-201/2064 WEBS E -R=-2131/175, E -P=-42/1564, G -P=-1350/108, G-0=0/366, G -N=-101/550, H -N=0/317, I -N=-694/243, I -M=-32/526, K -M=-347/199, C -S=0/325, C -R=-806/226 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; 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 1-0-0 wid: FES will fit between the bottom chord and any other members, with BCDL = 10.0psf. ��09,0 SlQ� �1 6) A plate rating reduction of 20% has been applied for the green lumber members. Q 1E0 j)0� 7) Refer to girder(s) for truss to truss connections. ��L4 �AQ� s 4- 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B except Qt=1b_ _GO, K �� R=166, L=163. o C 75435 "O f l 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Ui LU Crn EXP. 03131 1201 & OF CN, September 9,2016 A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473rev. 10/03/2015 BEFORE USE. Design valid for use orly with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, no 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 permanen bracing is MiTek' 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 Crltedo, 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 Job Truss Truss Type Qty Ply Hignell, Doug & Kaylinn R48377117 1608-092 CO3 PIGGYBACK BASE 1 1 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Sep 09 13:58:4112016 Page 1 ID:uU 1 M6vTF3NZrueBbLVq IDVygPli-11 p9gSQaaYU HLuf_Atr_G2e10jewVFXpMmliTxyfLIS 6-9-9 13-11-10 19-111 , 22-10.12 27-2-15 32.6.5 38-9.6 45-0.7 51-10-0 53-10-0 6-9-9 6-3-1 6-3-1 3-7-1 4-4-3 5.3-7 6.3-1 6-3.1 6-9-9 Scale = 1:91.6 5x6 = 2x4 II 4x5 = 5x6 = 6.00 X12_ E F G H 45 = 3x5 = 3x5 = 48 = 5x10 = 3x5 = 46 = 3x6 = 22-1x12 411-1 10_3-11 21-B- _1 I 32$5 41-10-15 51, �9-11-1 9-4-9-� 2-45 1-2-12 9-- 9-4-9 9-11-1� LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deFl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.36 Vert(LL) -0.35 O -P >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.63 Vert(TL) -0.77 O -P >470 180 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 3i2, Alexandria, VA 22314. BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) -0.04 P n/a n/a BCDL 10.0 Code IBC2012fTPI2007 Matrix -MSH Weight: 285 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-1-0 oc purlins. BOT CHORD 2X4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4 DF Stud/Std G WEBS 1 Row at midpt 1-0, H-0, G -P, F -P, E -P, D -R REACTIONS. (Ib/size) L=1052/0 -5 -8,P=2715/0 -5-8,A=500/0-5-8 Max Horz L=-188(LC 13) Max Uplift L=-164(LC 9), P=-103(LC 9), A=-123(LC 8) Max Grav L=111 O(LC 20), P=2773(LC 2), A=590(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD H -I=-575/140, I -K=-1318/206, K -L=-1587/230, E -F=0/839, F -G=0/839, G -H=-440/163, A -B=-730/228, B -D=-458/203, D -E=-13/691 BOT CHORD A -S=-122/585, R -S=-262/136, P -R=-560/197, N -O=-126/898, L -N=-279/1347 WEBS K -N=-351/198, I -N=-39/505, 1-0=-690/248, G -O=-110/1040, G -P=-1380/163, F -P=-272/110, E -P=-1114/163, E -R=-123/590, D -R=-712/241, D -S=-31/556, B -S=-363/201 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=,l0mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; 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 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 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) L=164, P=103, A=123. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. -T E0,D3 y� LUrnLU C 7 435 c �* EXP. 03/31/2018 �* CF CAO. September 9,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7477 rev. 10/09/2015 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 budding of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systemssee ANSI/TPII Quality Crlterla, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 3i2, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job ` Truss Truss Type Qty Ply Hignell, Doug & Kaylinn 1.15 TCDL 10.0 Lumber DOL 1.15 848377118 1608-092 C04 (PIGGYBACK BASE 2 1 Code IBC2012lrP12007 Weight: 288 Ib FT = 20% Citrus Heights. CA 95610 BRACING - Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Sep 09 13:58:42 2016 Page 1 ID:uU 1 M6vTF3NZrueBbLVgIDVygP li-VDNX1 oRCLsc8z2EAkaMDpGBCj79EinybQVF?NyfL I R 1 22-0 3.96 51-_0-0 63-10-0 -3-7 69-92 6-3-1 2-" 5x6 = 2x4 II 4x5 = 5x6 = 6.00 12 H Scale = 1:94.0 4x5 = 3x5 = 3x5 = 4x8 = 5x10 = 3x5 = 4x6 = LOADING 'PSI SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code IBC2012lrP12007 LUMBER - TOP CHORD 2X4 DF No.1 &Btr G BOT CHORD 2X4 DF No.1 &BU G WEBS 2X4 OF Stud/Std G 3x6 = 22-10-12 CSI. DEFL. in (loc) I/deFl Ud PLATES GRIP TC 0.36 Vert(LL) -0.35 P -Q >999 240 MT20 220/195 BC 0.63 Vert(TL) -0.77 P -Q >470 180 MiTek' WB 0.82 Horz(TL) -0.04 Q n/a n/a fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety InformaBon available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Matrix -MSH 7777 Greenback Lane Suite 109 Weight: 288 Ib FT = 20% Citrus Heights. CA 95610 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-1-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt J -P, I -P, H -Q, G -Q, F -Q, E -S REACTIONS. (Ib/size) M=1052/0-5-8, Q=2713/0-5-8, B=622/0-5-8 Max Horz M=-172(LC 13) Max Uplift M=-167(LC 9), Q=-97(LC 9), B=-170(LC 8) Max Grav M=111 O(LC 20), Q=2772(LC 2), B=711(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD I -J=-575/145, J -L=-1318/212, L -M=-1587/236, F -G=0/839, G -H=0/839, H-1=440/168, B -C=-722/240, C -E=-452/216, E -F=-5/691 BOT CHORD B -T=-101/576, S -T=-262/145, Q -S=-561/215, P -Q=-197/262, O -P=-115/898, M -O=-268/1347 WEBS L -O=-351/198, J -O=-39/505, J -P=-690/248, H -P=-107/1040, H -Q=-1380/160, G -Q=-272/110, F -Q=-1113/156, F -S=-123/590, E -S=-709/240, E -T=-29/552, C -T=-358/199 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; 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 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 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) Q except Qt=1b) M=167, B=170. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. o,QFESJ/O�s IEopLP GsrFy i ,JLU � C 75435 c ?7 18 J* 9 0 0 14 0 September 9,2016 WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11 -7473 m, 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 MiTek' 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 Safety InformaBon available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. 7777 Greenback Lane Suite 109 Citrus Heights. CA 95610 Job (Truss (Truss Type iQty iPly I Hignell, Doug & Kaylinn 848377119 1608-092 IC05D (Piggyback Base SYSTEMS PLUS LUMBER CO, ANDERSON, CA 0 4 0 yt1 0 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Sep 09 13:58:45 2016 Page 1 ID:uU1 M6vTF3NZrueBbLVgIDVygPli-wo3ggpU4enJgWylPjwwOupkuL21R20PHOjvciyfLIO 7-11-1313-0-10 4-" -2-0-0 14-0 69.9 10-7-131-11-13 14-10-12 •54-0 -2-0-0 1-40, 2$04-0-0 54-06-8-0 9-3-13 11310,13-3-13 19-3.11 24.6-5 30.96 37-0-7 43-10-0 4570-0 1-4-01-4-0 0-'60 1.401d-0td-0 -0-01-4-0 1-2-4 1-40 0-8-3 033 4-415 52-10 63-1 63-1 699 ' 2-0-0 04W 1-4-0 0.1-9 1.4-0 0.7.131-0.131-6.15 Scale = 1:92.4 = TRUSS DESIGNED FOR WIND LOADS 5x6 = 7x8 5x6 6.00 12 W x Z AC AE AF AG AH IN THF PI ANF OF:eHF TPI ISS (lNl V �., ren rev nom,,•• n, 'ta r•rt 'tr _ 4X6 = 4x5 = 6x6 3x6 = 4x6 = 4x8 = 3x6 = 3x5 = 3x6 = -44)-0 -1-40 •s-0317 !I-.A1_4_0'_ �-aQ G9-9 7:8-10 135 14,10-12 ts-111 24_-65 33-1015 a3 -to -0 '1-0-0'1-41!I -.1-40 69.9 0'-11-1 511.5 1 -2-13 44-15' 5-2-10 9.49 9-11-1 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in floc) Well Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) -0.18AN-AP >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.51 Vert(TL) -0.46AN-AP >778 180 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) -0.04 AS n/a n/a BCDL 10.0 Code IBC2012lrP12007 Matrix -MSH PLATES GRIP MT20 220/195 Weight: 371 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G 'Except* TOP CHORD Structural wood sheathing directly applied or 4-10-6 oc purlins. AB-AG,AB-AU: 2X6 DF SS G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2X4 DF No.1&Btr G WEBS 1 Row at midpt AI -AP, AH -AP, AG -AR, AD -AS WEBS 2X4 DF StudlStd G JOINTS 1 Brace at Jt(s): AD, Q. Y, J, T REACTIONS. All bearings 8-0-0 except (jt=length) AL=0-5-8, AS=0-5-8. (lb) - Max Horz AL=-605(LC 29) Max Uplift All uplift 100 Ib or less at joints) AS, AY, AX except AL=-651(LC 30), B=-550(LC 27), AW=-246(LC 43), AV=-524(LC 27) Max Grav All reactions 250 Ib or less at joint(s) AY, AX, AW, B except AL=1174(LC 1), AS=2226(LC 1), B=615(LC 24), AV=744(LC 43) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD AH -AI= -1075/884, AI -AK= -1768/1244, AK -AL= -1856/1296, X -Z=-44/286, Z -AC= -117/363, AC -AE= -199/444, AE-AG=409/662, AG -AH= -587/513, H -AU= -500/541, H -J=-492/517, J -L=-481/502, L -N=-472/484, N -Q=-463/470, Q -S=-411/654, S -T=-421/658, T -V=-443/670, V -Y=4451671, Y -AA= -421/686, AA -AD= -417/664, AD -AF= -571/553, AF -AG= -565/523, B -C= -1256/1174,0-D=-1111/1050, D -E=-1010/971, E -F=-905/899, F -G=-845/819, G-1=-744/750, I -K=-624/674, K -M=-520/609, M-0=426/546, O -P=-331/483, P -R=-246/430, R -U=-162/368, U -W=-69/310, W -X=-5/280 BOT CHORD B -AY= -1053/1167, AX -AY= -948/1044, AW -AX= -875/977, AV -AW= -802/904, AU -AV= -723/826, AT -AU= -961/1091, AS -AT= -571/701, AR -AS= -577/392, AP -AR= -475/649, AN -AP= -642/1047, AL -AN= -781/1478 WEBS AK -AN= -348/206, AI -AN= -41/532, AI -AP= -702/245, AG -AP= -316/842, AG -AR= -885/133, AD -AR= -100/1211, AD -AS= -1762/144, Q-AT=0/295, Q -AS= -725/171, F -AV= -312/204 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; 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 2x4 MT20 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 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) AS, AY, AX except (jt=1b) AL=651, B=550, AW=246, AV=524, B=550. 9) This truss has been designed for a total drag load of 2400 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist '30FESS! rr��� EOQOs� i LUCw743 `* E R 03/31/2018 �* -0r CM - September 9,2016 AWARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1I1-7473 ray. 10/03/2015 BEFORE USE. Design valid for use only with MlTek® 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, deriver, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information availob.e from Truss Plate Institute- 218 N. Lee Street, Suite 312, Alexandria, VA 22314. M iTek' 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 Job , -' Truss Truss Type Qty Ply Hignell, Doug & K3ylinn 848377119 1608-092 C05D Piggyback Base 1 1 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA . 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Sep 09 13:58:45 2016 Page 2 ID:uU t M6vTF3NZrueBbLVgIDVygPli-wo3ggpU4enJq WylPjwwQupkuL21R20PHOjvciyfLIO NOTES- (11) 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. AWARNING - 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 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 Mire �' 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/TPI1 quality Criteria, DSB-89 and SCSI BuOding 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 Job Truss Truss Type Qty Ply Hignell, Doug & Kaytinn 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 for R48377120 1608-092 D01 MODIFIED QUEENPOST 1 1 7777 Greenback Lane Suite 109 Citrus Hei hts CA 95610 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Sep 09 13:58:47 2016 Page 1 ID:uU1 M6vTF3NZrueBbLVgIDVygPli-sBAQ5WL90ER3p67X8yOWJu4t8lav5TikiCOhayf -ItA 2-0-0 4-3-9 6-2.2 8-0-11 11-9-12 15-6-14 18-6-0 19-3-15 37-0-0 39-0-0 2-0-0 4-3-9 1-10-9 1-10-9 3-9-1 3-9-1 2-11-2 0-9-15 17-8-1 2-0-0 TRUSS DESIGNED FOR WIND LOADS IN THE PLANE OF THE TRUSS ONLY. of 5x6 = 6.00 F12 Scale = 1:72.8 3x4 = 3x4 = 3x10 = 3x5 a AA —- 3x6 % AJ At AH AG AF AE AD AC AB AA 3x5 = Iq 0 Plate Offsets (X,Y)— [B:0-2-9,0-1-81, [P:0-3-0,Edgel, [AA:0-1-1 1,0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL)-0.10AL-AM >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.36 Vert(TL)-0.23AL-AM >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.05 Y n/a n/a BCDL 10.0 Code IBC2012/TP12007 Matrix -MSH Weight: 265 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-2-1 oc purlins. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2X4 DF Stud/Std G `Except` 10-0-0 oc bracing: B-AM,AL-AM,AJ-AL. E -AJ: 2X6 DF SS G JOINTS 1 Brace at Jt(s): AN, AQ, AS REACTIONS. All bearings 13-6-0 except Qt=length) B=0-3-8. (lb) - Max Horz B=-165(LC 9) Max Uplift All uplift 100 Ib or less at joints) AJ, AH, AG, AF, AE, AD, AC, AB, Y except B=-149(LC 8), A1=-154(LC 3) Max Grav All reactions 250 Ib or less at joints) AH, AG, AF, AE, AD, AC, AB, AA except B=1076(LC 1), AJ=1127(LC 1), Y=283(LC 20), Y=2611 (LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1582/189, C -E=-1402/202 BOT CHORD B -AM= -228/1350, AL -AM= -93/924, AJ -AL= -114/1290 WEBS E -AU= -1252/230, AT -AU= -1226/213, AS -AT= -1267/237, AP -AS= -1293/253, AP -AV= -1341/275, AN -AV= -1367/282, AN -AO= -1396/269, AO -AQ= -1423/275, AQ -AR= -1451/283, AJ -AR= -1486/292, E -AM= -72/486, E-AL=0/444, AL -AV= -254/75, C -AM= -308/178 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) All plates are 2x4 MT20 unless otherwise indicated.�� SOF ESS10 '. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. t, 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 1-0-0 wide I ED will fit between the bottom chord and any other members, with BCDL = IO.Opsf. ��� ��Q ��10 1 c) 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) AJ, AH, AG, AF, Ci Q C 7 �4 n t 1 AE, AD, AC, AB, Y, Y except Qt=1b) B=149, AI=154. LU C M 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. EXP. 03/31/2018 G;+ CAL September 9,2016 A WARNING • 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 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 for MiTek' always required 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 I Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 7777 Greenback Lane Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply Hignell, Doug & Kaylinn (loc) I/defl L/d TCLL 20.0 Plate Grip DOL R48377121 1608-092 D02 Common 2 1 240 TCDL 10.0 Lumber DOL 1.15 BC 0.59 Vert(TL) Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Sep 09 13:58:48 2016 Page 1 ID:uU 1 M6vTF3NZrueBbLVgIDVygPli-KNkolrWzwiMlhzh K4rTd2XREKY 1 CeU4rzMyZD 1 yfLI L 2.0-0 6-6-5 12-6-3 18-6 0 24-5-13 30-5 11 37-0-0 _ _39-0-0_, 2-0-0 6-6-5 5-11-13 5-11-13 5-11-13 5-11-13 6-6-5 2-0-0� 5x6 = 6.00 12 Scale = 1:68.1 4x6 % 3x4 = 3x10 = 3x4 = 4x6 3x8 = 9-641 18-6-0 27-5-12 37-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) 0.20 M -O >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.59 Vert(TL) -0.56 M -O >795 180 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.14 J n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH LUMBER - TOP CHORD 2X4 DF No.1&Btr G BOT CHORD 2X4 DF No.1&Btr G WEBS 2X4 DF Stud/Std G PLATES GRIP MT20 220/195 Weight: 177 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt G -M, E -M REACTIONS. (Ib/size) B=160010-5-8,J=1600/G-5-8 Max Hoa 8=165(LC 8) Max Uplift B=-195(LC 8), J=-195(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2676/296, C -E=-2424/273, E -F=-1716/235, F -G=-1716/235, G-1=-2424/274, I -J=-2676/297 BOT CHORD B -O=-318/2320, M -O=-175/1906, L -M=-46/1906, J -L=-154/2320 WEBS F -M=-95/1157, G -M=-662/233, G -L=-30/486, I -L=-324/189, E -M=-662/232, E -O=-30/486, C -O=-324/189 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; 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 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except (jt=1b) B=195, J=195. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. C" `c F UJ U C 7 435 c M EXP, 03/31/2018 Or Cnt September 9,2016 WARNING • Verily 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 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 M iTe k' 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 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 7777 Greenback Lane Suite 109 Citrus Hei his CA 95610 Job Truss Truss Type Qty Ply Hignell, Doug & Kaylinn TCDL 10.0 Lumber DOL 1.15 BC 0.59 BCLL 0.0 ' Rep Stress Incr YES R48377122 1608-092 D03 Common 2 1 TOP CHORD 2X4 DF No.1 &Btr G Structural wood sheathing directly applied or 3-10-12 oc purlins. BOT CHORD 2X4 DF No. 1&Btr G Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Stud/Std G 1 Row at midpt G -L, E -L Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Sep 09 13:58:49 2016 Page 1 ID:uU1 M6vTF3NZrueBbLVgIDVygPli-oalAWBXbhOU8J7GWeY_sbkzP4yNSNxK_C0h71TyfLIK 2-0-0 6-6-5 12-0-3 18-6-0 24-5-13 305-11 37-0-0 2-0-0 6-6-5 5-11-13 5-11.13 5.11-13 5-11-13 6-6-5 5x6 = 6.00 12 Scale = 1:67.4 4x6 % 3x4 = 3x10 = 3x4 = 4.6 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.29 TCDL 10.0 Lumber DOL 1.15 BC 0.59 BCLL 0.0 ' Rep Stress Incr YES WB 0.51 BCDL 10.0 Code IBC2012rTP12007 Matrix -MSH LUMBER - TOP CHORD 2X4 DF No.1 &Btr G Structural wood sheathing directly applied or 3-10-12 oc purlins. BOT CHORD 2X4 DF No. 1&Btr G Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Stud/Std G 1 Row at midpt G -L, E -L WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (Ib/size) B=1601/0-5-8, J=1479/0-5-8 Max Horz B=181(LC 8) Max Uplift B=-195(LC 8), J=-155(LC 9) 3x8 = Iq 0 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.20 L -N >999 240 MT20 220/195 Vert(TL) -0.56 L -N >793 180 Horz(TL) 0.14 J n/a n/a MiTek' always required stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Weight: 176 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt G -L, E -L FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2679/296, C -E=-2426/273, E -F=-1718/236, F -G=-1718/235, G -I=-2433/277, I -J=-2687/300 BOT CHORD B -N=-334/2323, L -N=-191/1908, K -L=-62/1910, J -K=-190/2331 WEBS F -L=-96/1158, G -L=-665/234, G -K= -33/489,1-K=-329/191, E -L=-662/232, E -N=-30/486, C -N=-324/189 NOTES- (7) 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=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; 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 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) B=195, J=155. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. C,?OESS jp �e E00ps��Z LU LUC 75435 * EXP. 03/3112018 I Gr �>a� September 9,2016 A 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 for MiTek' always required 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 Job Truss Truss Type Qty Ply Hignell, Doug & Kaylinn (loc) I/deft Ud TCLL 20.0 Flate Grip DOL R48377123 1608-092 E01 GABLE 1 1 120 TCDL 10.0 Lumber DOL 1.15 BC 0.06 Vert(TL) Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 2-0-0 12-0-0 3x6 = J K 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Sep 09 13:58:51 2016 Page 1 ID:uU 1 M6vTF3NZrueBbLVq IDVygPli-kyQxwtYrDdksYRQvmz 1 Kg93nPIB7ry6HfKADgMyfL11 12-0-0 2-0-0 Scale = 1:44.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Flate Grip DOL 1.15 TC 0.17 Vert(LL) -0.02 U n/r 120 TCDL 10.0 Lumber DOL 1.15 BC 0.06 Vert(TL) -0.04 U n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 T n/a n/a BCDL 10.0 Code IBC2012JTPI2007 Matrix -SH PLATES GRIP MT20 220/195 Weight: 149 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly appl'ed or 10-0-0 oc bracing. OTHERS 2X4 DF Stud/Std G REACTIONS. All bearings 24-0-0. (lb) - Max Horz B=-113(LC 9) Max Uplift All uplift 100 Ib or less at joints) B, T. V, W, X, Y. Z, AA, AB, AK, AJ, AI, AH, AG, AF, AE Max Grav Al! reactions 250 Ib or less at joint(s) AD, AC, V, W, X, Y, Z, AA, AB, AK, AJ, AI, AH, AG, AF, AE except B=273(LC 1), T=273(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; 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 ANSIlTPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. A opoFESS04, 9) plate rating reduction of 2D% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing 100 Ib B, T, V, W, E I EOpo plate capable of withstanding uplift at joint(s) X. Y, Z, AA, AB, AK, AJ, Al, AH, AG, AF, AE. � 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. U a� q UJ LUC 754 C rn Cr f1 * EXP. 03/3112018 U& IT 0 September 9,2016 ® WARNING - Verily 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 1vtlek® 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 M iTe 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/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 He! hts CA 95610 Job Truss Truss Type Qty Ply Hignell, Doug & Kaylinn 848377124 1608-092 E02 Common 2 1 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Sep 09 13:58:52 2016 Page 1 ID:u U 1 M6vTF3NZrueBbLVq IDVygPli-D8_J8DZT_xsjAa?5JhYZDNbxu9TtaMTRu_wnMoyfLl H -2-0-0 6-3-4 12-0.0 17-8-12 24-0-0 26-0-0 2-0-0 6-3-4 5-8-12 5-8-12 6-3-4 2-0-0 Scale = 1:44.9 4x5 = 4X4 % 4X4 [.7 0 8-2-3 7-7-11 -1 8-2-3 Plate Offsets (X,Y)— [B:0-4-2,0-1-101, [F:04 -2,0 -1 -TO Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.11 H -J >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.35 Vert(TL) -0.27 H -J >999 180 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.05 F n/a n/a Citrus Heights, CA 95610 BCDL 10.0 Code IBC2012ITP12007 Matrix -MSH Weight: 103 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-1-15 oc purlins. BOT CHORD 2X4 DF No.t&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) B=1080/0-5-8, F=1080/0-5-8 Max Horz B=-113(LC 9) Max Uplift B=-142(LC 8), F=-142(LC 9) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-15891177, C -D=-1404/189, D -E=-1404/189, E -F=-1589/178 BOT CHORD B -J=-165/1356, H -J=-16/909, F -H=-53/1356 WEBS D -H=-85/520, E -H=-338/195, D -J=-85/520, C -J=-338/194 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; 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 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) B=142, F=142. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 0,?,oFESS(01, �'E iE0 D °sem y� two C 75435 C: EXP. 03/31/2018 ar C Pa1c September 9,2016 ® WARNING - Verfry design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII.7473 rev. 1010312015 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 MiTek' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, deriver/, 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 Job Truss Truss Type ally Ply Hignell, Doug 8 Kaylinn •7608-092 PLATES GRIP TCLL 20.0 Plate Grip DOL i R48377125 TC 0.42 Fol GABLE 1 �f 2 IJob Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Jul 7 2016 MiTek Industries, Inc. Fri Sep 09 14:13:20 2016 Page 1 ID:uU1 M6vTF3NZrueBbLVgIDVygPli-AHzJrnX94x5rEiQXamPL)gFlfBQzwwFCz7CIiX9yfJKD 2.0-0 , 6-7-0 12-7-8 18-8-0 24-8-8 30-9-0 37-4-0 39-0 2-0-0 6-7-0 6-0-8 6-0-8 6-0-8 6-0-8 6-7-0 2.0.0 1 5x6 = 6.00 12 Scale = 1:71.8 5x14 % 4x4 = 7x8 = 4x4 = 5x14 LOADING (psf) SPACING- 3-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL) -0.12 P -BW >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.77 Vert(TL) -0.41 P -BW >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.27 Horz(TL) 0.10 L n/a n/a BCDL 10.0 Code IBC2012ITP12007 Matrix -MSH Weight: 776 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.2 G TOP CHORD 2-0-0 oc purlins (5-9-13 max.) BOT CHORD 2x6 DF No.2 (Switched from sheeted: Spacing > 2-0-0). WEBS 2X4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF No.2 G REACTIONS. (Ib/size) B=2418/0-5-8 (min. 0-1-8),L=2285/0-5-8 (min. 0-1-8) Max Harz B=274(LC 8) Max Uplift B=-296(LC 8), L=-240(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-4398/464, C -D=-4026/373, D -E=-3907/390, E -F=-3810/416, F -G=-2679/340, G -H=-2679/343, H -I=-3797/403, I -J=-3894/377, J -K=-4013/360, K -L=-4383/450 BOT CHORD B -P=-517/3896, P -CE= -296/3095, CE -CF= -296/3095, O -CF= -296/3095, O -CG= -83/3090, CG -CH= -63/3090, N -CH= -83/3090, L -N=-272/3881 WEBS G -O=-126!1769, H -O=-1120/351, H -N=-33/943, K -N=-545/274, F -O=-1127/357, F -P=-43/948, C -P=-550/277 NOTES- (15) 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 cc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 cc. Webs connected as follows: 2x4 - 1 row at 0-9-0 cc. 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=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) 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. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Vertical gable studs spaced at 1-4-0 oc and horizontal gable studs spaced at 2-0-0 cc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 296 Ib uplift at joint B and 240 Ib uplift at joint L. 12) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. OROFESS/Q �1 T EOp�s��y� LIJLU C 7 435 c M *� EXP. 03/31/2018 J* Q;± CN, o On -1 a 13) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. V�F/1G111UGr J,LV rV ® 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 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 fabrication, storage. defivsry, erection and bracing of trusses and truss systems, see ANSI(TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information ovaBaole from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandna, VA 22314. Mire k' 7777 Greenback Lane Suite 109 Citrus Heights CA 95610 Job Truss Truss Type Qty Ply Doug & Kaylinn �Hlgnell, R4E377125 1608-092 F01 GABLE 1 2 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Jul 7 2016 MiTek Industries, Inc. Fri Sep 09 14:13:20 2016 Page 2 ID:uU1 M6vTF3NZrueBbLVgIDVygPli-AHzJmX94x5rEiQXamPtJgFlfBQzwwFCz7CIiX9yfJKD NOTES- (15) 14) No notches allowed in overhang and 20000 from left end and 20000 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 D.C. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. 15) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII-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 Mire �' is always required for stabirity 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 Information avalable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Ci I his CA 95610 Job • Truss Truss Type City Ply Hignell, Doug & Kaylinn (loc) I/deft Ud PLATES GRIP TCLL 20.0 848377126 1608-092 F02 Common 3 1 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Sep 09 13:59:012016 Page 1 ID:uU 1 M6vTF3NZrue BbLVq IDVygPli-StOj1 Ig7si?RlzBgL4Cg4GTTznT2BMDlytblAmyfL18 r -2-0-0 6-7-0 12-7-8 18-8-0 24-8-8 30-9-0 37-4-0 39-4-0 2-0-0 6-7-0 6-0-8 6-0-8 6-0-8 6-0-8 6-7-0 2-0-0 5x6 = 6.00 12 Scale = 1:67.3 4x6 5- 3x4 = 500 = 3x4 = 4x6 9-7-4 18-8-0 27-8-12 374-0 9-7-4 9-0-12 9-0-12 9-7-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) -0.21 M -N >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.60 Vert(TL) -0.57 M -N >780 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.52 Horz(TL) 0.15 J n/a n/a BCDL 10.0 Code IBC2012ITP12007 Matrix -MSH Weight: 179 Ib FT = 20% LUMBER - TOP CHORD 2X4 DF No.1&Btr G BOT CHORD 2X4 DF No.1 &Btr G WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) B=1613/0-5-8, J=1613/0-5-8 Max Horz B=167(LC 8) Max Uplift B=-197(LC 8), J=-197(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt G -M, E -M FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2702/299, C -E=-2447/275, E -F=-1732/237, F -G=-1732/237, G -I=-2447/276, I -J=-2702/300 BOT CHORD B -N=-322/2343, M -N=-177/1924, L -M=-47/1924, J -L=-156/2343 WEBS F -M=-96/1170, G -M=-669/235, G -L=-31/491, I -L=-327/191, E -M=-669/234, E -N=-30/491, C -N=-327/191 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; 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 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except Qt=1b) B=197, J=197. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 0Ip,0FESS1 TEOQ�srFz t1 ,ti C.9 � C 75435 c * E;CR 03131/2018 \fir Lis �c September 9,2016 ® WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 4111.7473 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 for MiTek' always required 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/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Hignell, Doug & Kaylinn Well L/d TCLL 20.0 Plate Grip DOL 1.15 848377127 1608-092 F03 Common 1 1 Lumber DOL 1.15 BC 0.39 Vert(TL) -0.37 K -L >999 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Incustries, Inc. Fri Sep 09 13:59:03 2016 Page 1 ID:uU 1 M6vTF3NZrueBbLVgI DVygPli-OG8TSzhNOJF9_HKCTVE89hZoAbCsfFS2QB4sFfyU6 6-7-012-7-8 18-8-0 24-8-8 30-9-0 37-4-0 6-7-0 6-0-8 6-0-8 6.0-8 6-0-8 6-7-0 5x6 = 6.00 12 Scale = 1:61.6 4x8 = 4x4 = 7x8 = 4x4 = 4x8 = 9-7-4 18-8-0 27-8-12 37-4-0 9-7-4 9-0-12 9-0-12 9-74 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (lac) Well L/d TCLL 20.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.12 K -L >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.39 Vert(TL) -0.37 K -L >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.11 1 n/a n/a BCDL 10.0 Code IBC2012rrPI2007 Matrix -MSH LUMBER - TOP CHORD 2X4 DF No.1 &Btr G BOT CHORD 2X6 DF SS G WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) A=1493/0-5-8, 1=1493/0-5-8 Max Horz A=151(LC 8) Max Uplift A=-155(LC 8), 1=-155(LC 9) PLATES GRIP MT20 220/195 Weight: 200 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt F -K, D -K FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-2855/316, B -D=-2609/289, D -E=-1790/238, E -F=-1790/239, F -H=-2609/288, H -I=-2855/314 BOT CHORD A -L=-354/2513, K -L=-200/2018, J -K=-63/2018, I -J=-202/2513 WEBS E -K=-97/1205, F -K=-721/241, F -J=-40/581, H -J=-362/194, D -K=-721/241, D -L=-41/581, B -L=-362/194 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; 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 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except (jt=lb) A=155, 1=155. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. o,�,pFESSjo�s 4� �o � ElDoo A. c. LLI LUC 75435 G a0 t *� EXP. 03/3112018 / 1t Or M_ September 9,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1.7473 rev. 1010312015 BEFORE USE. • Design valid for use only with MRek® 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 budding of individual truss web and/or chord members only. Additional temporary and permanent bracing a always required for to WOW stability and 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 Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Hignell, Doug & Kaylinn (loc) I/dell L/d TCLL 20.0 Plate Grip DOL R48377128 1608-092 GO, Common Supported Gable 1 1 120 TCDL 10.0 Lumber DOL 1.15 BC 0.06 Vert(TL) Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Sep 09 13:59:04 2016 Page 1 ID:uU1 M6vTF3NZrueBbLVgIDVygPli-sSirfJi?9dNOcRvPOCINiv5?7?d9OpdCergQn5yfLl5 2-0-013-5-0 26.10-0 28-10-0 2-0-0 13-5-0 13-5-0 2-0-0 Scale = 1:49.6 4x4 = ,... ... ,.. 5x6. 26-10-0 26-10-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.02 U n/r 120 TCDL 10.0 Lumber DOL 1.15 BC 0.06 Vert(TL) -0.04 U n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 T n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -SH PLATES GRIP MT20 220/195 Weight: 167 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No. t &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF Stud,Std G REACTIONS. All bearings 26-10-0. (lb) - Max Horz B=124(LC 8) Max Uplift All uplift 100 Ib or less at joints) B, V, W, X, Y, Z, AA, AB, AC, AL, AK, AJ, Al, AH, AG, AF, AE, T Max Grav All reactions 250 Ib or less at joint(s) AD, V, W, X, Y. Z, AA, AB, AC, AL, AK, AJ, Al, AH, AG, AF, AE except B=271 (LC 1), T=272(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; 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 app icable, or consult qualified building designer as per ANSUTPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 0?'OFESS/01� q 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, V, W, X. Y, Z, 4 O � EODO AA, AB, AC, AL, AK, AJ, At, AH, AG, AF, AE, T. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. UJ C 75435 m tY �J A EXP, 03131/2018 cry � Iq 0 September 9,2016 AWARN/NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 mv. 1010312015 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, tt-e building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing incicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is MiTek' 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, OSB -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 Job , ITruss 1608-092 1 G0 SYSTEMS PLUS LUMBER CO, ANDERSON, CA 2-0-0 6-11-12 ss Type nmon 13-5d 6-5-4 city IPIy I Hignell, Doug & Kaylinn R48377129 3 1 1 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Sep 09 13:59:05 2016 Page 1 ID:uU1 M6vTF3NZrueBbLVgIDVygPli-KfGEsfjdwwVtEaUbavHcE6e7RPuU7D9LtVZzJYyfLl4 19-10-4 26-10-0 28-10-0 6-54 6-11-12 2-0-0 4x5 = D Scale = 1:49.4 4x5 = — — — .,,,. — 4x5 = Iv c 9-1-8 17-8-8 26-10-0 9-1-8 8-7-0 9-1-8 Plate Offsets (X,Y)— (B:0-1-12 Edge]IF:0-1-12,Edge) LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/c PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.18 H -J >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.44 Vert(TL) -0.40 H -J >813 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.26 Horz(TL) 0.06 F n/a n/a BCDL 10.0 Code IBC2012ITP12007 Matrix -MSH Weight: 115 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-9-8 oc purlins. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) B=1193/0 -5-8,F=1193/0-5-8 Max Harz B=124(LC 12) Max Uplift B=-154(LC 8), F=-154(LC 9) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1790/201, C -D=-1581/213, D -E=-1581/213, E -F=-1790/201 BOT CHORD B -J=-190/1528, H -J=-20/1020, F -H=-66/1528 WEBS D -H=-97/597, E -H=-382/219, D -J=-96/597, C -J=-382/219 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; 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 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) B=154,F=154. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. QFESS101q 1 Eoaos��y� C 75435 `� t EXP, 03!3112018 September 9,2016 ® WARNING - 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 MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not- a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, derivery, 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 95610 SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Sep 09 13:59:06 2016 Page 1 I D:uU 1 M6vTF3NZrueBbLVgI DVygPli-orgc4?kFhEdkrk3n8domKBLdolXskZV69J WsyfLl3 2-0-0 6-3-0 6-3-0 Scale = 1:26.5 3x6 = I� a LOADING (psf) I SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.02 1 n/r 120 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.07 Vert(TL) -0.04 1 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 H n/a n/a BCDL 10.0 Code IBC2012[TP12007 Matrix -SH Weight: 63 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly a?plied or 10-0-0 oc bracing. OTHERS 2X4 DF Stud/Std G JOINTS 1 Brace at Jt(s): Q REACTIONS. All bearings 12-6-0. (lb) - Max Horz 8=-67(LC 9) Max Uplift All uplift 100 Ib or less atjoint(s) B, H, K, O Max Grav All reactions 250 Ib or less at joint(s) M, J, K, L, P, O, N except B=300(LC 1), H=300(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; 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 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Vertical gable studs spaced at 14-0 oc and horizontal gable studs spaced at 2-0-0 oc. 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 1-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members.O'�"QFESS/Q s 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, H, K, O. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. � � EOQ�sr�y 4:73C 75435 LL1 LU rn EXR 03/31/2018 0r September 9,2016 AWARNING - Veri y design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 11,1II-7473 rev. 10/0312015 BEFORE USE. ■■■■ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k' is always required for stcbirity 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 7777 Greenback Lane Safety Information avai able from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job - Truss Truss Type Qty Ply Hignell, Doug & Kaylinn (loc) I/defl Ud TCLL 20.0 Plate Grip DOL R48377131 1608-092 H02 Common 2 1 240 TCDL 10.0 Lumber DOL 1.15 BC 0.20 Vert(TL) Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Incustries, Inc. Fri Sep 09 13:59:07 2016 Page 1 ID:uU1 M6vTF3NZrueBbLVgIDVygPli-G1 O_HLIuSYIbTueziKJ4KXjVWCcnbABeKp24OQyfL12 2-0-06-3-0 12-6-0 14-6-0 2-0-0 6-3-0 6.3-0 2-0-0 Scale = 5:26.5 4x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL) -0.02 F -L >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.20 Vert(TL) -0.06 F -L >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.01 D n/a n/a BCDL 10.0 Code IBC2012/TP12007 Matrix -MSH LUMBER - TOP CHORD 2X4 DF NO.1&Btr G BOT CHORD 2X4 DF No.1&Btr G WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) B=620/0-5-8, D=620/0-5-8 Max Horz B=67(LC 8) Max Uplift B=-99(LC 8), D=-99(LC 9) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-598/56, C -D=-598/55 BOT CHORD B -F=0/462, D -F=0/462 WEBS C -F=0/250 PLATES GRIP MT20 220/195 Weight: 46 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly app.ied or 10-0-0 oc bracing. NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; 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 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, D. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. O�QFESS/p�� IEODOs��Z Lug LU C 75435 Of �G EXP. 03131/2.018 Or CAA_ September 9,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 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 properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe i(� 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 Hal his CA 95610 Job • Truss Truss Type Qty Ply Hignell, Doug & Kaylinn • Plate Grip DOL 1.15 TC 0.06 Vert(LL) n/a n/a 999 MT20 220/195 R48377132 1608-092 HT01 GABLE 2 1 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 M n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Job Reference (optional) 0 SYSTEMS PLUS LUMBER CO, ANDERSON, CA 1 9-1-5 3x6 = 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Sep 09 13:59:08 2016 Page 1 ID:uU 1 M6vTF3NZrueBbLVq IDVygPli-IDyMVhI W DrtS52DAF2gJslGjrc?EKeTnZTodwsyfLI1 18-2-10 9-1-5 Scale = 1:30.7 3x4 i W V U T S R Q P O N 3x4 Plate Offsets (X,Y)— [B:0-0-0,0-0-01, [C:0-0-0,0-0-01, [D:0-0-0,0-0-0, [E:0-0-0,0-0-0 , (G: -3-0,EdgA, [H:0-0-0,0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.06 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.06 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 M n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -SH Weight: 84 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF Stud/Std G REACTIONS. All bearings 18-2-10. (lb) - Max Horz A=66(LC 8) Max Uplift All uplift 100 Ib or less at joints) A, N, O, P. Q, W, V, U, T Max Grav All reactions 250 Ib or less at joints) A, M, S, R, O, P, Q, V, U, T except N=257(LC 20), W=257(LC 19) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; 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 ANSIrrPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 14-0 oc. 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 1-0-0 wide will fit between the bot.om chord and any other members, with BCDL = 10.Opsf. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, N. O, P, Q, W, V, U, T. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. oCxoFESSi IE0,1D) L� i LLJ UJC 75435 C: rn EXP. 03/31/2018 G- r September 9,2016 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11 -7473 m, 10/03/2015 BEFORE USE. ■■ Design valid for use onlywith 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 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 for -ability MiTek always required s 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 ANSIJTPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available From Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Hignell, Doug & Kaylinn I/deft Lid TCLL 20.0 Plate Grip DOL 1.15 848377133 1608-092 HT02 Piggyback 22 1 Lumber DOL 1.15 BC 0.11 Vert(TL) n/a n/a Job Reference (optional SYSTEMS PLUS LUMBER CO, ANDERSON, CA la a 9-1-5 4x4 = 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Sep 09 13:59:09 2016 Page I ID:uU 1 M6vTF3NZrue BbLVgIDVygPli-DOVki 1 m8_9?JiCoMpILYPyoslOKY351xo7XASJyfL10 18-2.10 9-1-5 3x4 i H G F 3x4 2x4 11 2x4 11 LOADING (PSI SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid TCLL 20.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) n/a n/a 999 TCDL 10.0 Lumber DOL 1.15 BC 0.11 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 E n/a n/a BCDL 10.0 Code IBC2012fTP12007 Matrix -SH LUMBER - TOP CHORD 2X4 DF No.18Btr G BOT CHORD 2X4 DF No.2 G OTHERS 2X4 DF Stud/Std G Scale = 1:31.4 .9 1� 0 C PLATES GRIP MT20 220/195 Weight: 59 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 17-7-10. (lb) - Max Horz A=-66(LC 13) Max Uplift All uplift 100 Ib or less at joint(s) A, E except H=-117(LC 8), F=-116(LC 9) Max Grav All reactions 250 Ib or less at joints) A, E, G except H=395(LC 19), F=395(LC 20) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS B -H=-290/160, D -F=-290/160 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Gable requires continuous bottom chord bearing. 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 1-0-0 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 joints) A, E except Qt --1b) H=117, F=116. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. `` qa TEo��s��Z � ' LU C 7 435 c t * .>'1` • 03/31/2018 1* September 9,2016 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Ni'ign valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not -•�,3�Y©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 is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe 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/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 Job Truss Truss Type Qty Ply Hignell, Doug & Kaylinn TCLL 20.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) n/a n/a 999 R48377134 1608-092 HT03 Piggyback 9 1 7777 Greenback Lane BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 C n/a n/a Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 6-7-5 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Sep 09 13:59:10 2016 Page 1 I D:uU 1 M6vTF3NZrueBbLVgIDVygPli-hc37wNnmIT7AKMNYNTsnxAL?7QdYoXM41 n Hk?lyfLl? 13-2-10 6-7-5 Scale = 1:22.6 46 = 3x5 % D 2x4 11 3x5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.26 Vert(TL) n/a n/a 999 7777 Greenback Lane BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 C n/a n/a Citrus Hei hts CA 95610 BCDL 10.0 Code IBC2012rrPI2007 Matrix -SH Weight: 38 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF Stud/Std G REACTIONS. (Ib/size) A=208/12-7-10, C=208/12-7-10, D=501/12-7-10 Max Hoa A=-46(LC 9) Max Uplift .A=-37(LC 8), C=-46(LC 9), D=-20(LC 8) Max Grav A=211(LC 19), C=211(LC 20), D=501 (LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS B -D=-314/75 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Gable requires continuous bottom chord bearing. 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 1-0-0 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) A, C, D. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 0,�,QF ESS/Q1�1 IE0,D0 � LC 75435 C: * EXP_G3/31/2018 Or CAL September 9,2016 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473rev. 10/0312015 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 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 permonent'xacing M iTe iC' 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/TPI1 Quality Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane Safety Information avcilable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply Hignell, Doug & Kaylinn R48377135 1608-092 HT04 Piggyback 2 1 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Sep 09 13:59:11 2016 Page 1 I D:uU 1 M6vTF3NZrueBbLVq IDVygPli-9odV7ioOWmG 1 yVy1xA000NuAtpznX_cEFROHXByfLI_ 6-7-5 13-2-10 6-7-5 6-7-5 Scale = 1:22.6 4x6 = D 3x5 % 2x4 II 3x5 oI- 6 LOADING (psi) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012rTP12007 CSI. TC 0.27 BC 0.26 WB 0.07 Matrix -SH DEFL. in (loc) I/deft L/d Vert(LL) n/a n/a 999 Vert(TL) n/a n/a 999 Horz(TL) 0.00 C n/a n/a PLATES GRIP MT20 220/195 Weight: 38 Ib FT = 20% LUMBER- BRACING - a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF Stud/Std G REACTIONS. (Ib/size) A=208/12-7-10, C=208/12-7-10, D=501/12-7-10 is always required for s and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Max Horz A=-46(LC 9) Max Uplift A=-37(LC 8), C=-46(LC 9), D=-20(LC 8) Max Grav A=211(LC 19), C=211(LC 20), D=501 (LC 1) Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Suite 109 WEBS B -D=-314/75 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Gable requires continuous bottom chord bearing. 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 1-0-0 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) A, C, D. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 09,0t.ESS1 -TEOD C 75435 c UJ E;201 Fi September 9,2016 A 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 onlywith MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not Nil 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 -ability M iTe iC' is always required for s 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 Job Truss Truss Type Qty Ply Hignell, Doug & Kaylinn I/clef] L/d TCLL 20.0 Plate Grip DOL 1.15 R48377136 1608-092 HT05 Piggyback 6 1 Lumber DOL 1.15 BC 0.12 Vert(TL) n/a n/a Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA V 0 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Sep 09 13:59:112016 Page 1 I D:uU 1 M6vTF3NZrueBbLVgIDVygPli-90dV7ioO WmG1 yVylxAOOUNu EapOxX?IEFROHXByfLI_ 2-7-5 5-2-10 2-7-5 2-7-5 Scale = 1:10.4 3x4 = 2x4 i 2x4 LOADING (psf)SPACING- 2-0-0 CSI. DEFL. in (loc) I/clef] L/d TCLL 20.0 Plate Grip DOL 1.15 TC 0.03 Vert(LL) n/a n/a 999 TCDL 10.0 Lumber DOL 1.15 BC 0.12 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 C n/a n/a BCDL 10.0 Code IBC2012/TP12007 Matrix -SH LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD BOT CHORD 2X4 DF No.2 G BOT CHORD REACTIONS. (Ib/size) A=138/4 -7-10,C=138/4-7-10 Max Horz A=14(LC 12) Max Uplift A=-14(LC 8), C=-14(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. ro PLATES GRIP MT20 220/195 Weight: 12 Ib FT = 20% Structural wood sheathing directly applied or 5-2-10 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Gable requires continuous bottom chord bearing. 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 1-0-0 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) A, C. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 9,00CSSi I EOpGs��y� LU C 75435 c EXP, 63131/7.016 / G;^ September 9,2016 A 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 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 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 MiTek' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, derivery, 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 Job Truss CSI. TC 0.35 BC 0.20 WB 0.19 Matrix -MSH Truss Type DEFL. in Vert(LL) -0.02 Vert(TL) -0.07 Horz(TL) 0.01 Qty Ply Hignell, Doug & Kaylinn BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD R48377137 1608-092 K01 GABLE 1 1 WEDGE Right: 2x4 SP No.3 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Sep 09 13:59:12 2016 Page 1 Max Uplift All uplift 100 Ib or less atjoint(s) F, H, I, L except B=-102(LC 8), ID:uU1 M6vTF3NZrueBbLVgIDVygPli-d?BtK2oOH4OuZfWxUuvFObQKIDJxGPzNU5mr2eyfLHz 2-0-0 3-3-10 6-0-12 8-9-14 10-3-0 20-6-0 22-6-0 2-0-0 3-3-10 2-9-2 2-9-2 1-5-2 10-3-0 2-0-0 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:39.6 TOP CHORD B -C=-669/56 3x6 = o� A Off — M L K J I H 3x6 = Iv 0 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC20121TPI2007 CSI. TC 0.35 BC 0.20 WB 0.19 Matrix -MSH DEFL. in Vert(LL) -0.02 Vert(TL) -0.07 Horz(TL) 0.01 (loc) I/deft L/d M -N >999 240 M -N >999 180 AD n/a n/a PLATES GRIP MT20 220/195 Weight: 119 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Stud/Std G *Except* C -M: 2X6 DF SS G OTHERS 2X4 DF Stud/Std G WEDGE Right: 2x4 SP No.3 REACTIONS. All bearings 8-5-8 except Qt=length) B=0-3-8. (lb) - Max Horz B=99(LC 8) Max Uplift All uplift 100 Ib or less atjoint(s) F, H, I, L except B=-102(LC 8), M=-139(LC 9) Max Grav All reactions 250 Ib or less at joint(s) H, I, J except B=640(LC 19), M=745(LC 1), F=350(LC 1), F=350(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-669/56 BOT CHORD B -N=-41/532, M -N=-43/529 WEBS C -M=-513/132, C -N=0/250, E -M=-386/212 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 of()FcSSIO 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. �� J EOD 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Vertical gable studs spaced at 1-4-0 oc and horizontal gable studs spaced at 2-0-0 oc. _� ��1 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. CDr O C 75430 rn 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 1-0-0 wide LU LLJ C M will fit between the bottom chord and any other members. * EXP. 03/31/20188) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) F, H, I, L, F except Ot=lb) B=102, M=139. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. f FCiAi,Go� September 9,2016 A WARNING - Verlry 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 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 tracing is for MiTek always required 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 I 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 Job Truss Truss Type Qty Ply Hignell, Doug & Kaylinn • DEFL. in (loc) I/deFl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 1248377138 1608-092 K02 Common 2 1 Vert(TL) -0.16 H -J >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 Horz(TL) 0.04 F n/a n/a Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA of A 2-0-0 54-12 4-10.4 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Sep 09 13:59:13 2016 Page 1 I D:uU t M6vTF3NZrueBbLVq I DVygPli-5BIFYOpe 2O WkBp572bQUZozYgdeA?sFWjlVOa4yfLHy 4x4 = 4-10-4 5-4-12 12-0.0 Scale = 1:39.3 Iv 0 7-0-3 13-5-14 20-6-0 7-0-3 6-5-11 7-0-3 Plate Offsets (X,Y)— fB:0-2-10,0-1-81 fF:0-2-10,0-1-8] Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deFl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.05 H -J >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.26 Vert(TL) -0.16 H -J >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 Horz(TL) 0.04 F n/a n/a BCDL 10.0 Code IBC2012lTP12007 Matrix -MSH Weight: 89 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-8-7 oc purlins. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) B=940/0-5-8, F=940/0-5-8 Max Horz B=99(LC 8) Max Uplift B=-127(LC 8), F=-127(LC 9) FORCES. (lb) -Max. Comp.;Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1340/148, C -D=-1185/159, D -E=-1185/159, E -F=-1340/149 BOT CHORD B -J=-135/1142, H -J=-10/771, F -H=-37/1142 WEBS D -H=-71/435, E -H=-283/164, D -J=-71/435, C -J=-283/164 NOTES. (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; 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 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) B=127, F=127. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Cs j%0�s OC��Tr SEO[�Os��y �`�C:, w C 75435 E''2018 * C1 S - r Ci><t.1 September 9,2016 ,& WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 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 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 for M iTek' always required 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 Safety InformaBon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandna, VA 22314. 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Hignell, Doug & Kaylinn (loc) I/defl L/d TCLL 20.0 Plate Grip DOL R48377139 1608-092 K03 Common Girder 1 1 240 TCDL 10.0Lumber DOL 1.15 BC 0.23 Vert(TL) Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Sep 09 13:59:14 2016 Page 1 ID:uU1 M6vTF3NZrueBbLVqIDVygPli-ZNJdlkgHohebpzgKclxj6OWi01?skl7gyPFx7WyfLHx 54-12 10-3-0 15-1-4 20.6-0 54-12 4-10-4 4-10-4 5-4-12 4x4 = NOTE: NOT DESIGNED FOR ANY ADDITIONAL LOADS. Scale = 1:34.0 4x5 = 2x4 II 4x8 3x8 = 2x4 II 4x5 = 5-4-12 10-3-0 15-1-4 20-6-0 5-4-12 4-10-4 4-10-4 5-4-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) -0.03 G >999 240 TCDL 10.0Lumber DOL 1.15 BC 0.23 Vert(TL) -0.10 G-1 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.28 Horz(TL) 0.03 E n/a n/a BCDL 10.0 Code IBC2012/TP12007 Matrix -MSH LUMBER - TOP CHORD 2X4 DF No.1&Btr G BOT CHORD 2X6 DF SS G WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) A=820/0-5-8, E=820/0-5-8 Max Horz A=83(LC 12) Max Uplift A=-85(LC 8), E=-85(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-1496/156, B -C=-1017/128, C -D=-1017/129, D -E=-1496/155 BOT CHORD A -I=-157/1292, G -I=-157/1292, F -G=-73/1292, E -F=-73/1292 WEBS C -G=-21/581, D -G=-517/156, B -G=-517/156 PLATES GRIP MT20 220/195 Weight: 102 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-4-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; 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 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, E. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. P 0 o9,OFESS104� �oEoa�s ��Fy z� fi wr A. 75435 C: fY ;)u * EXP 1'313112.018 Ur ^P&W September 9,2016 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11.7473 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 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 tracing MiTek• is always required for stcbility 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 ovai'able from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Hignell, Doug & Kaylinn Plate Grip DOL 1.15 TC 0.17 TCDL 10.0 R48377140 1608-092 Mot Common Supported Gable 1 1 YES WB 0.03 BCDL 10.0 Code IBC2012/TPI2007 Matrix -SH Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Sep 09 13:59:15 2016 Page 1 I D:uU t M6vTF3NZrueBbLVgIDVygPli-1 at?z4rvZ?mSQ7FWAOSyeD2u LRNkTpKpA3_VfzyfLHw 2-0.0 8-0-0 16-0-0 18-0-0 2-0-0 8-0-0 8-0-0 2-0-0 Scale: 3/8-=1' 4x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 TCDL 10.0 Lumber DOL 1.15 BC 0.06 BCLL 0.0 Rep Stress Incr YES WB 0.03 BCDL 10.0 Code IBC2012/TPI2007 Matrix -SH DEFL. in (loc) I/dell L/d PLATES GRIP Vert(LL) -0.02 M n/r 120 MT20 220/195 Vert(TL) -0.04 M n/r 120 Horz(TL) 0.00 L n/a n/a Weight: 81 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF StLd/Std G REACTIONS. All bearings 16-0-0. (lb) - Max Horz B=811 (LC 8) Max Uplift All uplift 100 Ib or less at joints) B, L, N, O, P, C. V, U, T, S Max Grav All reactions 250 Ib or less at joint(s) R, N, O, P, Q, V, U, T, S except B=271(LC 1), L=271(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; 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 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 14-0 oc. 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 1-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, L, N. O, P. Q, V. U, T, S. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) B, L. 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. o�OF ESS/p IEOpOSE�y LU C 7 435 C M Cr t * EXP. 03/31/2013 September 9,2016 ® 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 Milek® 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 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 MiTek• 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 ANSIJTPI I 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 Job Truss Truss Type Qty Ply Hignell, Doug & Kaylinn PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.43 848377141 1608-092 M02 Common Girder 1 2 BC 0.61 Vert(TL) -0.25 F -G >761 180 Suite 109 BCLL 0.0 ' Rep Stress Incr Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MITek Industries, Inc. Fn Sep 09 13:59:17 2016 Page 1 ID:uU1 M6vTF3NZrueBbLVgIDVygPli-y_mOms95cOAgQPuHRUQje8ApExhxa56eNTckryfLHu 4-341 8-0-0 11-8-12 16-0-0 4-341 3-8-12 3-8-12 4-3-4 D 6x6 11 504 -:�- HUS28 2x8 II HUS26 12x14 = HUS26 2x8 II HUS28 504 HUS28 HUS26 HUS26 Scale = 1:29.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.43 Vert(LL) -0.09 F -G >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.61 Vert(TL) -0.25 F -G >761 180 Suite 109 BCLL 0.0 ' Rep Stress Incr NO WB 0.59 Horz(TL) 0.06 E n/a n/a BCDL 10.0 Code IBC2012fTP12007 Matrix -MSH Weight: 178 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4-2-15 cc purlins. BOT CHORD 2x8 DF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2X4 DF Stud/Std G *Except* C -G: 2X4 DF No.2 G REACTIONS. (Ib/size) A=5359/0-5-8, E=5579/0-5-8 Max Horz A=-63(LC 39) Max Uplift A=-746(LC 8), E=-1009(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-9771/1381, B -C=-7169/1067, C -D=-7168/1067, D -E=-10065/1696 BOT CHORD A -H=-1247/8709, G -H=-1247/8709, F -G=-1470/8973, E -F=-1470/8973 WEBS C -G=-872/6098, D -G=-2980/736, D -F=-538/2581, B -G=-2654/411, B -H=-250/2251 NOTES- (13) 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 cc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-6-0 cc. Webs connected as follows: 2x4 - 1 row at 0-9-0 cc. 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=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except (jt=1b) A=746, E=1009. 9) Use USP HUS28 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 9-10-8 cc max. starting at 2-0-12 from the left end to 13-11-4 to connect truss(es) to back face of bottom chord. 10) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 6-0-12 from the left end to 11-3-4 to connect truss(es) to back face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 482 Ib down and 425 Ib up at 13-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 4�'O`CSSI �. i C ?435 `cc: M *� EXP. 03/31/2018 /* Or-cm- September ;;CP - September 9,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-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 BEE a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe 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/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 Jab Truss Truss Type Qty Ply Hignell, Doug & Kaylinn 848377141 1608-092 M02 Common Girder 1 2 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Sep 09 13:59:17 2016 Page 2 ID:uU1 M6vTF3NZrueBbLVgIDVygPli-y_mOms95c0AgQPuHRUQje8ApExhxa56eNTckryfLHu LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -C=-60, C -E=-60, A -E=-20 Concentrated Loads (lb) Vert: G= -1329(B) H= -1329(B) M= -1329(B) N=-1329(8) C= -1329(B) P= -1329(B) C=-263 R= -1459(B) AWARNING - 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 for MiTek' always required 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/TPI1 Quality Criteria, DSB•89 and SCSI Bunding Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 7777 Greenback Lane Suite 109 Citrus Hei his CA 95610 Job Truss Truss Type Qty Ply Hignell, Doug & Kaylinn TCLL 20.0 Plate Grip DOL 1.15 TC 0.18 Vert(LL) n/a n/a 999 R48377142 1608-092 Pot BLOCKING SUPPORTED 18 1 7777 Greenback Lane BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 C n/a n/a Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Sep 09 13:59:17 2016 Page 1 ID:uU1 M6vTF3NZrueBbLVgIDVygPli-y_mOms95cOAgQPuHRUQje8EgE4zxjY6eNTckryfLHu 1-10-5 1105 A 3x4 = D C 3x4 = 2.4 II Scale =1:20.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.18 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.02 Vert(TL) n/a n/a 999 7777 Greenback Lane BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code IBC2012/TP12007 Matrix -SH Weight: 17 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-10-5 oc purlins, BOT CHORD 2X4 DF No. 1&Btr G except end verticals. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) D=63/1-10-8, C=63/1-10-8 Max Harz D=-107(LC 6) Max Uplift D=-114(LC 4), C=-114(LC 5) Max Grav D=117(LC 16), C=117(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (11) 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 1-4-0 oc. 7) 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 1-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt --lb) ��o�OFtSs104� D=114,C=114. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. T EOp s�6y U& C 75435IX * EXR 03/31/2018 Cr cm -W September 9,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 4!11­747310/03/2015 BEFORE rev. USE. Design valid for use only with MiTekrsl connectors. This design is based only upon parameters shown, and is for an individual building component, not DJYE3 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 bracirg is always required for to MiTek' stability and 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 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Hignell, Doug & Kaylinn LUMBER- BRACING - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracirg is for TOP CHORD 2X4 DF Stud/Std G R48377143 1608-092 P02 BLOCKING 1 1 except end verticals. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) D=63/0-10-8, C=63/Mechanical Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Sep 09 13:59:18 2016 Page 1 ID:uU1 M6vTF3NZrueBbLVgIDVygPli-S9Y8b6lnsw8l Ha_5r80fGsgOQeQfgAoGsl D9GHyfLHt 1-10-5 1-10-5 A 3x4 = Scale = 1:20.0 D 3x4 = 2x4 II 1-10-5 1-10-5 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012rTP12007 CSI. TC 0.18 BC 0.05 WB 0.04 Matrix -MSH DEFL. in Vert(LL) -0.00 Vert(TL) -0.00 Horz(TL) -0.00 (loc) I/deft Lid D >999 240 C -D >999 180 C n/a n/a PLATES GRIP MT20 220/195 Weight: 17 Ib FT = 20% LUMBER- BRACING - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracirg is for TOP CHORD 2X4 DF Stud/Std G iw iTe ic' TOP CHORD Structural wood sheathing directly applied or 1-10-5 oc purlins, BOT CHORD 2X4 DF Stud/Std G fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. except end verticals. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) D=63/0-10-8, C=63/Mechanical Max Horz D=-107(LC 6) Max Uplift D=-114(LC 4), C=-114(LC 5) Max Grav D=117(LC 16), C=117(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) D=114,C=114. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. OBOE ESS%Q,�/ I EO D C 75435J UJ cr EXR032016 / SCF -A�- September 9,2016 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 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 bracirg is for iw iTe ic' always required 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 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Hignell, Doug & Kaylinn TC 0.18 Vert(LL) -0.00 D >999 R48377144 1608-092 P03 Blocking 3 1 180 WB 0.04 Horz(TL) -0.00 C n/a Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Sep 09 13:59:19 2016 Page 1 ID:uU 1 M6vTF3NZrueBbLVqIDVygPli-wL6WoRuPdDGuvkZHPsXup3DZB2itPd2P5hyiokyfLHs 1-10-8 1-10-8 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code IBC2012/TP12007 LUMBER - TOP CHORD 2X4 OF Stud/Std G BOT CHORD 2X4 DF Stud/Std G WEBS 2X4 OF Stud/Std G REACTIONS. (Ib/size) D=63/Mechanical, C=63/Mechanical Max Horz D=-107(LC 6) Max Uplift D=-114(LC 4), C=-114(LC 5) Max Grav D=117(LC 16), C=117(LC 15) A 3x4 = D 3x4 = 2x4 11 CSI. DEFL. in (loc) I/deft L/d TC 0.18 Vert(LL) -0.00 D >999 240 BC 0.05 Vert(TL) -0.00 C -D >999 180 WB 0.04 Horz(TL) -0.00 C n/a n/a Matrix -MSH FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:20.0 PLATES GRIP MT20 220/195 Weight: 17 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) D=114, C=114. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. o?OESS/��� , � C 75435 C: *� B9. 03/31/2018 1* v 1! - September 9,2016 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473rev. 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, noty 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 Mire 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/TPII Quality Criteda, 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 mm W1 0 MiTek' Re: 1608-092 Hignell, Doug & Kaylinn MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Systems Plus Lumber. Pages or sheets covered by this seal: R48377101 thru R48377144 My license renewal date for the state of California is Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. oc ,oFESS/� V �©4\ i EOp�sfiFy� UJ w �543 c m * EXP. 03/31/2018 September 9,2016 Eduard, Teodosescu IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. SYSTEMS PLUS LUMBER CO. / 1.800 S. BARNEY ROAD / ANDERSON, CA 96007 (530)378-6800 / FAX (530)365-5903 TRUSS DATA SHEET. APPROVALS: -OBTAIN ALL NECESSARY CODE COMPLIANCE, BUILDING DEPARTMENT APPROVALS, AND RECOMMENDATIONS AND INSTRUCTIONS FROM THE DESIGNER OF THE COMPLETE STRUCTURE BEFORE USING TRUSS DESIGN. -CONNECTION OF THE ROOF SYSTEM TO THE BUILDING FOR VERTICAL & LATERAL LOADS IS THE RESPONSIBILITY OF THE BUILDING DESIGNER OR ENGINEER- -SYSTEMS NGINEER -SYSTEMS PLUS IS APPROVING ONLY THE STRUCTURAL DESIGN OF EACH TRUSS BASED DN INFORMATION RECEIVED FROM THE CUSTOMER AND SHOWN ON THE ENGINEERED TRUSS DRAWING. SIGNED AND SEALED DRAWINGS BASED ON THE PROVIDED DATA ARE FURNISHED BY SYSTEMS PLU:3 LUMBER CO. THIS ENGINEERING 1S VALID ONLY FOR TRUSSES MANUFACTURED BY SYSTEMS PLUS LUMBER CO. HANDLING & ERECTION: -CARELESS HANDLING OF TRUSSES SHALL NOT BE PERMITTED. -INSTALL TRUSSES VERTICALLY AT DESIGN BEARING POINTS, CORRECT SIDE UP, AT CCRRECT SPACING AND PROPERLY BRACED. -NO LOADS SHOULD BE APPLIED TO THE TRUSSES UNTIL AFTER ALL BRACING AND CONNECTIONS ARE COMPLETED. -DO NOT PERMIT LOADS GREATER THAN DESIGN LOADS TO BE PLACED ON THE TRUSSES. -READ & APPLY THE RECOMMENDATIONS FOR HANDLING, INSTALLING AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-B 1 SUMMARY SHEET). METAL CONNECTOR PLATES: -CONNECTOR PLATES ARE MANUFACTURED IN ACCORDANCE WITH TRUSS PLATE INSTITUTE SPECIFICATIONS. -PLATES MUST BE INSTALLED ON BOTH FACES OF THE LUMBER WITH TEETH. FULLY EMBEDDED. -REQUIRED PLATE SIZES, GAUGE AND DESIGN VALUES ARE SHOWN ON THE TRUSS DRAWING. -POSITION PLATES SYMMETRICALLY AT JOINTS; UNLESS OTHER DIMENSIONS ARE SPECIFIED. LUMBER: -THE LUMBER USED FOR TRUSS FABRICATION MUST COMPLY WITH THE SPECIFICATIONS OF AN APPROVED INSPECTION BUREAU AND MUST BE OF THE SIZE AND SPECIES SHOWN ON 11-M TRUSS DRAWINGS AND BE EQUAL TO OR BETTER THAN THE GRADE SPECIFIED. BRACING: -REVIEW THE TRUSS ENGINEERING DRAWINGS FOR ANY LATERAL BRACING REQUIRED FOR INDIVIDUAL WEB MEMBERS. LATERAL BRACING OF INDIVIDUAL WEB MEMBERS SHALL BE PLACED PER STANDARD DETAIL 43 (MUISAC51 & MII/SAC-23). -RESTRAINT OF LATERAL BRACING AND ADDITIONAL BRACING FOR THE COMPLETE STRUCTURE IS TO BE PROVIDED BY THE BUILDING DESIGNER OR ENGINEER. -READ AND APPLY THE RECOMMENDATIONS FOR TEMPORARY AND PERMANENT BRACING OF WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-B1 SUMMARY SHEET). -BOTTOM CHORD BRACING SHALL BE INSTALLED PER THE TRUSS ENGINEERING DRAWING BUT IS NEVER TO EXCEED 10'-0" O.C. WITHOUT A SPECIFIC ENGINEERED DESIGN. NO CUTTING, DRILLING, NOTCHING, OR TRIMMING OF ANY TRUSS MEMBER IS PERMITTED. STANDARD GABLE END DETAIL 4x4 = 2 .*DIAGONAL OR L -BRACING REFER TO TABLE BELOW SEE PAGE 2/2 FOR ALTERNATE BRACING DETAIL — 1x4 oR 2x3 (TYP) VARIES TO COM.I 1 2 TRUSS "ONT. BRIS SPAN TO MAT CH COMMbN TRUSS LOADINgpsfl TCLL 50.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 VERTICAL STUD TYPICAL 2x4 L -BRACE NAILED TO 2x4 VERTICALS W/Bd NAILS SPACED AT B" O.C. SPACING 2-0-0 Plates Increase 1,15 Lumber Increase 1.15 Rep Stress Incr YES Code ASCE 7-02 TOP CHORD 2 X 4 DFUSPF/HF - No.2 BOT CHORD 2 X 4 DFUSPF/HF - STUD/STD OTHERS 2 X 4 DFUSPF/HF - STUD/STD MII/SAC - 20A 1 9/17/2004 1 PAGE 1 Or 2 MiTek Industries, Inc. Western Division SHEATHING (BY OTHERS) --� 3 1/2" 1 1/2" NOTCH AT 24" O.C. (MIN.) TOP CHORD 3xrrzz'x�"o FfI � NO. C EXP, 1 `F 24" MAX C //j 24' D.C, 2X4 LATERAL BRA:ING AS REQUIRED PER TABLE BELOW P\ 91 END WALL RIGID CEILING MATERIAL D ETAI L A SEP 2 2 2015 LATERAL BRACING NAILING SCHEDULE VERT. HEIGHT # OF NAILS AT END U P TO 7`-0"2 - - OVER 81-611 4 - 16d MAXIMUM VERTICAL STUD HEIGHT SPACING OF VERTICALS I WITHOUT BRACE I WITH LATERAL BRACE WITH L -BRACE 12 INCH O.C. 5-� 0-0 1 11-8-0 8-10-0 1 6 INCHO.C. _o + a_n-n-n I - - 24 INCH O.C. 4-�-� t -i-0 i R -4-n I NOTES 1) VERT. STUDS HAVE BEEN CHECKED FOR 110 MPH WIND EXP. B, HEIGHT 30 FT 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX. VERT. STUD HEIGHT OF V-6". TOP CHORD NOTCHING NOTES 1)THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" D.C. ATTACH SCAB (EQUAL OR GREATER TO THE T RUSS T.C,) TO ONE FACE OF THE TOP CHORD WITH 10D NAILS SPACED AT 6" O.C. IF STUDS ARE SPACED AT 24" O.C. AND FACE OFTRUSS IS NOT FULLY SHEATHED. 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. 3) LUMBER MUST MEET OR EXCEED VISUAL GRADE X2 LUMBER AFTER NOTCHING. 4) NO NOTCHING IS PERMITTED W ITHIN 2X THE OVERHANG LENGTH. Continued on page 2 ® WARRIM - trert& ddatgn porn .ft— and READ NOTES ON TIM AND TNOLUDED Aff=REFERENCE PAGE AW -7473 BEFORE' USK i 7777 Gresnbadc lane Design volid for use only vAth Mitek conneclon. This design Is based only upon poremalessshowx and is for on individual building component. sine 109 Appicoblily of design paromenlers and proper Incorporolton of component Is resporefWfly of buftdtng designer - not Incl designer. Brockng shown ralrua Heights. CA. 4501 u for ¢Neral support of individual web rnembes onty. Addlional Iemporary brodng Io insure slabilly during consinxtfon Is the responsibUly of the 1 I erector, adds anal permonenS biasing of iia overo/ slruafura R the responsfbl6fy of the building designer. For general guidance regarding 1 fabrication, qually confroL storage, delivery, erection and bracing, consul ANS111711 QualllyCrlterla, DS8.139 and BC511 Bunding Component 1 �rs/"effi Salaty Information avolable fromlruss Plate Instnufe, SM D'OnalAo Drive, Modak on, WI 53719. I �i �� 1 STANDARD GABLE END DETAIL M11/SAC - 20A 1 9/17/2004 l PAGE 2 OF 2 4-10d NAILS MIN. ,PLYWOOD SHEATHING TO 2X4 STD, DF -L BLOCK 2- 10d ..^. (TYP) SIMPSON A34 — OR EQUIVALENT LEDGER 2X4 No. 2 OR BTR r , GABLE EN I 6'-3" MAX TO BEARING WALL 145° 2X4 S HAI. BRAC STRONGBACK INTO 2X4 No. 2 OR BTR runt MAX. It iI 2X4 BLOCK D OR BTR SPACED @ 5'-0" O.C. E PROVIDED AT EACH END OFF EXCEPT FOR BRACE EXTENDED E CHORDS & CONNECTED TO 3 W/ 4-10d NAILS. NGTH = 7'-0" STANDARD TRUSSES SPACED @ 24" O.C. ALTERNATE BRACING DETAIL r�S� t *. NO. C0744 EXP. 12-31 �OF NOTES SEP 2 2 2015 1)2X4 NO.2 OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 10D NAILS @ 6" O.C. 2)2X4 LEDGER NAILED TO EACH STUD WITH 4-10d NAILS . 3)2X4 STRONGBACK TO BE CONNECTED TO EACH VERT. STUD WITH 2-10d TOE NAILS 4)THE 10d NAILS SPECIFIED FOR LEDGER AND STRONGBACK ARE 10d BOX NAILS (0.131" DIA. X 3.0" LCT) THIS ALTERNATE BRACING DETAIL 1S APPLICABLE TO STRUCTURAL GABLE END IF THE FOLLOWING CONDITIONS ARE MET:. 1. MAXIMUM HEIGHT OF TRUSS = 8'-6", UNLESS OTHERWISE SPECIFIED BY PROJECT ENG. OR QUALIFIED BUILDING DESIGNER. 2. MAXIMUM PANEL LENGTH ON TOP AND BOT. CHORDS = 7-0" 3, THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALL BE BRACED @ 4'-0" O.C. MAX. 4. PLEASE CONTACT TRUSS ENGINEER IF THERE ARE ANY QUESTIONS, ® WARMRG • Deryy design paramaterc and READ NOM ON 7NM AND rRCL1= MMEr, RSF.u=cz PACS =7473 BamRs usr- OwIgn validfor use only vAih Wei; connectors. This design b bored only upon poromefen shown, arid. Is for on individual bu8dutg component. Appicobl5ty of design paromenter, and proper incorporation of component ii responslbl&ty of buyding designer - not truss designer. Brocing shown Is for lateral support of Indlviduaf web members only. Add ilanol temporary bractng la Insure slobitly during construction is the responsibility of the ere --J k Add11 onal porn anent bracing of the overall,siructure Is the resporaWty of the building designer. For general gutdanca regarding fabrication, auolly control. storage, deliveryerection and bracing. consul; ANSI/TPII Oualily Criteria, CSB -89 and BCSII Bugding Component Safely Information available tromTruss Plate nsfilule, 583 O'Onoldo Drive. Madison, WI 53719. 7777 Greenback Lane Sulle 108 Gnus Heights, CA, Mi y M „eke O 4x4 = *DIAGONAL OR L -BRACING REFER TO TABLE BELOW SEE PAGE 2/2 FOR ALTERNATE BRACING DETAIL 1X4 OR 2X3 (TYP) VARIES TO COM. Z TRUSS DONT. BRG- AN TO MA{ CH COMMON TffugS `VERTICAL STUD TYPICAL 2x4 L -BRACE NAILED —�T TO 20 VERTICALS W/8d NAILS / SPACED AT 8" O.G. LOADIN G(psf TCLL 50.0 TCDL 7,0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1,15 Lumber Increase 1.15 Rep Stress incr YES Code ASCE 7-02 TOP CHORD 2 X 4 DFUSPF/HF - No.2 BOT CHORD 2 X 4 DFUSPF/HF - STUD/STD OTHERS 2 X 4 DFUSPF/HF - STUDISTD MiTek Industries, Inc. Western Division SHEATHING (BY OTHERS) t 3 1/2i �1 1/2" NOTCH AT 7�24' O.C. (MIN.) TOP CHORD 3x5 rrzo"Oco�'o ra"OkSOONG W 2 2 2015 -- LATERAL BRACING NAILING. SCHEDULE VERT. HEIGHTf # OF MAILS AT END UP TO 7'-0" - f OVER 8'-6"4 - 16d NO, C0744E EXP. 12-31-1 L QZ—OF 24" MAX 2t- O.C, 1—i-( _TYP _ 2X4 LATERAL BRACING AS REQUIRED P;R TABLE BELOW END WALL RIGID CEILING MATERIAL D ETAI L A MAXIMUM VERTICAL STUD HEIGHT SPACING OF VERTICALS STANDARD GABLE END DETAIL M11/SAC - 20B 9/17/2004 PAGE 1 OF 2 O 4x4 = *DIAGONAL OR L -BRACING REFER TO TABLE BELOW SEE PAGE 2/2 FOR ALTERNATE BRACING DETAIL 1X4 OR 2X3 (TYP) VARIES TO COM. Z TRUSS DONT. BRG- AN TO MA{ CH COMMON TffugS `VERTICAL STUD TYPICAL 2x4 L -BRACE NAILED —�T TO 20 VERTICALS W/8d NAILS / SPACED AT 8" O.G. LOADIN G(psf TCLL 50.0 TCDL 7,0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1,15 Lumber Increase 1.15 Rep Stress incr YES Code ASCE 7-02 TOP CHORD 2 X 4 DFUSPF/HF - No.2 BOT CHORD 2 X 4 DFUSPF/HF - STUD/STD OTHERS 2 X 4 DFUSPF/HF - STUDISTD MiTek Industries, Inc. Western Division SHEATHING (BY OTHERS) t 3 1/2i �1 1/2" NOTCH AT 7�24' O.C. (MIN.) TOP CHORD 3x5 rrzo"Oco�'o ra"OkSOONG W 2 2 2015 -- LATERAL BRACING NAILING. SCHEDULE VERT. HEIGHTf # OF MAILS AT END UP TO 7'-0" - f OVER 8'-6"4 - 16d NO, C0744E EXP. 12-31-1 L QZ—OF 24" MAX 2t- O.C, 1—i-( _TYP _ 2X4 LATERAL BRACING AS REQUIRED P;R TABLE BELOW END WALL RIGID CEILING MATERIAL D ETAI L A NOTES 1) VERT. STUDS HAVE BEEN CHECKED FOR 110 MPH WIND EXP. C, HEIGHT 30 FT 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEE :Z OR ARCHITECT. 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX. VERT, STUD H RIGHT OF 8'.6' - TOP CHORD NOTCHING NOTES 1)THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WrrX 100 NAILS SPACED AT 6" O.C. IF STUDS ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. 3) LUMBER MUST MEET OR EXCEED VISUAL GRADE #2 LUMBER AFTER NOTCHING, 4) NO NOTCHING IS PERMITTED WITHIN 2X THE O'✓ERHANG LENGTH. Continued on page 2 1 ® WARXIM - 9arVy dastgn paramr at and READ NOTES ON TMS AND INCLUDED Xr=KREFERENCE PAQE MU.7473 BEFORE USE. 7777 GreenDack Lane �Qa I Design void for use only w1lh MFek conrredom This design a bored only upon poramelen shown, and'u for an IndrRduol building component. Suite 109 I Applicao♦;1y of deslgn porornenlers and proper incorporarlon of component b responsibIly of buiidrng destgnor • not buss designer. bracing shown Gtrus Heights, CA, 9561 ` Is for lateral supporl at indrviduol web members ony. Addlllonni temporary bracing to Insure slablily during corolrucilon is the responsibility of the l I erector. Additional permanent blaring of the overall structure li the resporgbtBty of the bullding designer. For general guidance regarding M1 lobricolfon, ouaflly ccntrat, storage, delvory, erection and bracing, comull ANSI/Ti'lt-Quality Citterla, DSB-89 and BCSII Building Component 4 T�R I ® Safety {ntortna9en ova9otrie from TrimPlaia InsIL'ule. 583 D'Onoirb Drive, Modhon, N53719, I MAXIMUM VERTICAL STUD HEIGHT SPACING OF VERTICALS ! WITHOUT BRACE i WITH LATERAL BRACE WITF L - BRACE 12 INCH O.C. 4-11-0 I 9-10-0-�-0 j 1 H I 4 -3 -Cl -- -- 1 24 INCH O.C. 1 3-8-0 1. 7-4-0 I 5-A.-0 I NOTES 1) VERT. STUDS HAVE BEEN CHECKED FOR 110 MPH WIND EXP. C, HEIGHT 30 FT 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEE :Z OR ARCHITECT. 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX. VERT, STUD H RIGHT OF 8'.6' - TOP CHORD NOTCHING NOTES 1)THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WrrX 100 NAILS SPACED AT 6" O.C. IF STUDS ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. 3) LUMBER MUST MEET OR EXCEED VISUAL GRADE #2 LUMBER AFTER NOTCHING, 4) NO NOTCHING IS PERMITTED WITHIN 2X THE O'✓ERHANG LENGTH. Continued on page 2 1 ® WARXIM - 9arVy dastgn paramr at and READ NOTES ON TMS AND INCLUDED Xr=KREFERENCE PAQE MU.7473 BEFORE USE. 7777 GreenDack Lane �Qa I Design void for use only w1lh MFek conrredom This design a bored only upon poramelen shown, and'u for an IndrRduol building component. Suite 109 I Applicao♦;1y of deslgn porornenlers and proper incorporarlon of component b responsibIly of buiidrng destgnor • not buss designer. bracing shown Gtrus Heights, CA, 9561 ` Is for lateral supporl at indrviduol web members ony. Addlllonni temporary bracing to Insure slablily during corolrucilon is the responsibility of the l I erector. Additional permanent blaring of the overall structure li the resporgbtBty of the bullding designer. For general guidance regarding M1 lobricolfon, ouaflly ccntrat, storage, delvory, erection and bracing, comull ANSI/Ti'lt-Quality Citterla, DSB-89 and BCSII Building Component 4 T�R I ® Safety {ntortna9en ova9otrie from TrimPlaia InsIL'ule. 583 D'Onoirb Drive, Modhon, N53719, I STANDARD GABLE END DETAIL Mil/SAC - 20B 9/1712004 PAGE 2 OF 2 4- 10d NAILS MIN. ,PLYWOOD SHEATHING i i' TO 2X4 STD. DF -L BLOCK 2- 10d __-.• (TYP) SIMPSON A34 — OR EQUIVALENT LEDGER 2X4 No. 2 OR BTR GABLE END,, 6'-3" MAX TO BEARING WALL i "2X4 ; SHAL BRAC STRONGBACK INTO 2X4 No. 2 OR BTR CHOI I MAX. �U 2X4 BLOCK D OR BTR SPACED @ 6-0" O.C. IE PROVIDED AT EACH END OF EXCEPT FOR BRACE EXTENDED E CHORDS & CONNECTED TO V1l/4- 10d NAILS. NGTH = T-0" STANDARD TRUSSES SPACED @ 24" O.C. ALTERNATE BRACING DETAIL NOTES SEP 2 2 2015 1)2X4 NO.2 OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 10D NAILS @ 6-.O.C. 2 2X4 LEDGER NAILED TO EACH STUD WITH 4- 10d NAILS. 3 2X4 STRONGBACK TO BE CONNECTED TO EACH VERT. STUD WITH 2-10d TOE NAILS 4)THE 10d NAILS SPECIFIED FOR LEDGER AND STRONGBACK ARE 10d BOX NAILS (0.131" DIA. X 3.0" LGT) THIS ALTERNATE BRACING DETAIL IS APPLICABLE TO STRUCTURAL GABLE END IF THE FOLLOWING CONDITIONS ARE MET: 1. MAXIMUM HEIGHT OF TRUSS = 8'-6", UNLESS OTHERWISE SPECIFIED BY PROJECT ENG. OR QUALIFIED BUILDING DESIGNER. 2, MAXIMUM PANEL LENGTH ON TOP AND BOT. CHORDS = T-0" 3. THE HORIZONTAL. TIE MEMBER AT THE VENT OPENING SHALL BE BRACED @ 4'-0" O.C. MAX. 4. PLEASE CONTACT TRUSS ENGINEER IF THERE ARE ANY QUESTIONS. A WARNING • Vetljy dcatgn p*r ctcm and JtEAD NOTES ON TIS AND USE. 1 7777 Greenback Lane ®® Design valid lar use only vAth k9f ek connnclor- This design Is based onty upon parameters shown, and Is for an individual building component. Sulte toy Appt ability of design paromeniers and prober ncorporallon of comporrent h responslb9ly of bu;ding designer •not iruu designer. 6rocing shown aws Helghis. CP, 9581 is for blerol support of IndNtduat web members only. Adc7lfonat temporary brockrg to Iraure slobl5ly duMg construcl'iors is the resposssfaU5fy of the etocior. Additional parmoneni broGng of Iho ovarod siruclura V the responsibiDy of the bulkLng designer. fa genmol guidance regard}ng fob¢mltan, auaey conlroL storage, deUrary, erectbn and bracing, eornu0 ANSI/[Ptt Orra9ty Crlterlq OSD•89 and BCSiI 6uLding Camponenl I /(e Safety Inlomraiian ovailoble Irom Luis Pble trulduie, Sf?vi D'OnotAo Drive, Madison. VJI 53719, M STANDARD PIGGYBACK TRUSS CONNECTION DETAIL ILII/SAC - 2' (MAY BE USED FOR DRAG TRUSSES) PAGE 1 OF 1 /kY X usvles, Inc, •�'� GENERAL NOTES: HAY 1 4 201 r ;f ' , Ivlston AIIIIIIIIIIIIII /.!,fig 1. UPLIFT AND LATERAL LOAD CAPACITY OF THIS DETAIL SHALL BE REVIEWED AND mod r � APPROVED BY PROJECT ENGINEER OR (�Y NO C ­ QUALIFIED BUILDING DESIGNER,5(, 2. PITCH --12/12 MAX 3. MAX CAP TRUSS SPAN = 20'4" 4. MAXIMUM SHEAR CAPACITY OR LATERAL LOAD TRANSFER BETWEEN PIGGBACK AND BASE TRUSS= 150 PLF TYPICAL PIGGYBACK TRUSS CONNECTION (MAY BE USED FOR DRAG TRUSSES) * 2 x x 6'-0' SIZE TO MATCH TOP CHORD OF PIGGYBACK 8" x 8 1/2" x 112" PLYWOOD (or 7116" OSB) ATTACHED TO ONE FACE. OF TOP :%`j'` GUSSET EACH SIDE AT EACH BASE TRUSS CHORD WITH 2 ROWS OF 10d (0.1:31" x 37 NAILS SPACED 6" O.C. AND STAGGERED JOINT OR MAX. 24" O.C. ATTACH WITH /j` 2 -10d NAILS *INTO EACH CHORD FROM EACH SIDE (TOTAL - 4 NAILS EACH CHORD) ATTACH PIGGYBACK TRUSS k TO EACH PURLIN WITH 2 - 16d NAILS TOENAIL'ED, �\ \ BASJ TRUSS, , SPACE PURLINS ACCORDING TO THE MAXIMUM ATTACH EACH PURLIN TO TOP SPACING ON Thz— TOP CHORD OF THE BASE CHORG OF'BASE TRUSS WITH TRUSS (SPACING NOT TO EXCEED 24" O.C.) 2 - i6d NAILS. A PURLIN TO BE LOCATED AT EACH RASE TRUSS JOINT, 4c FOR'PIGGY BACK TRUSSES WITH SPANS < 12' SCAB MAY BE OMMITED PROVIDED THAT: :ROOF SHEATHING TO BE CONTINUOUS OVER JOINT (SHEATHING 70 OVERLAP MINIMUM IT OVER JOINT) * CAP CONNECTIONIS MADE TO RESIST UPLIFT. SEE MAXIMUM CO'NNECTION.CAPACiTiES AND COMPARE WITH ENGINEERING DRAWING CONNECTION CAPACITIES FOR SCABS, PURLINS, AND SHEATHING MAY BE COMBINED WHEN OETERMINING'OVERALL UPLIFT CAPACITY. IF NO GAP EXISTS BETWEEN CAP TRUSS AND BASE TRUSS (MAY BE USED FOR DRAG TRUSSES) * 2 x _ x 6'-O" SIZE TO MATCH TOP CHORD OF PIGGYBACK. ATTACHED TO EACH FACE OF TOP CHORD WITH 2 ROWS OF 10d (0.131" X 3") NAILSSPACED 6" O.C. AND STAGGERED REPLACE TOE NAILING OF CAP TRUSS TO PURLINS WITH GUSSETS AS SHOWN, AND APPLY PURLINS TO LOWER EDGE OFF BASE TRUSS TOP CHORD AT RECOMENDED SPACING SHOWN ABOVE. o i 18" x 8112" x 112" PLYWOOD (or 711'6" OSB) GUSSET EACH SIDE AT EACH BASE TRUSS JOINT OR MAX. 24" O.C. ATTACH WITH .2 -10d NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL - 4 NAILS EACH CHORD) 2x4 PURLINS'@ 24" O.C. ATTACHED W12-10 D NAILS MAXIMUM UPLIFT SCAB CAKCITY USING (10) 10d .00.131" X 3") NAILS: SYP = 1060 LBS SPF = 820 LBS DF = 970 LBS HF = 640 LBS SPF -S = 720 LBS MAXIMUM UPLIFT PURLIN CAF,ACITY USING (2) 16d (0.131'X 3.5") NAILS: SYF = 117 LBS SPF = 60 LBS OF = 92 LBS HF = 63 LBS SPF -S = 41 LBS MAXIMUM UPLIFT SHEATHING CAPACITY USING 112" SHEATHING AND (2) 8d (01131" X 2.5") NAILS: SYP = 82 LBS SPF = 42 LBS OF = 64 LES HF = 44 LBS SPF -S = 28 LBS VALUES SHOWN ARE BASED ON LOAD DURATION OF 1.00 MAMMUIJI UPLIFT GUSSET CAPACITY USING 7/1.6" GUSSETS AND (4) 10d (0.131"X 3") NAILS: SYP = 300 LBS SPF = 276 LBS DF = 294 LBS HF= 276 LBS SP ---S = 258 LBS VALUES SHOWN ARE BASED ON LOAD DURATION OF 1.00 ®WARMNO • 6artjs daangn parameiars and READ HDTF17 aN S!llS..tilJD IA'CLODED M71'L• R REFERENCE PAQE �2ZT 7.j73 BEFORE U56. ' 7171 Gfeenback Lane e. � Design voQd for use ony with Maek conne_lars- This design Is based ony upon iometers shown, oral Is Iccan Individual building component- Suite 1B9 !H6 Appficobt4ly.of dasign pararnenien and proper Incorpwatton of componanl is responslb(Sly of building designer - not truss designer. Bracing shown i Cft5 Helphls,.CA, 9561 - • �.re_ •c for.lolarol support of IndMdual web memban only Additional temporary tracing to fissura slabFdy du p Consinraflan Is the responstbNJly at the 4 .erecla. Additional permanent bracing of Iheaveraft siruclure 8 the responslblIlly of the burdng designer. For. general guidance regerdlrQ r tobrkoilon, qually conlrol. storage, dellvey; ,erealion and bracing, eonsu6 ANSV P11 Quailly Crfieda. M-89 and BCS11 Bu9ding Component Sofoty information ovallobL; from Inas Note Inslilute, SM D'Onofdo Drive. Maellson. " 53719. i Te a MARCH 12, 2009 I WEB BRACING RECOMMENDATIONS I ST-WEBBRACE I Iu MiTek USA, Inc. L,I MiTek USA, Inc. Page 1 of 1 'Bay size shall be measured in between the centers of pairs of dlagonals. TYPE BRACING MATERIALS GENERAL NOTES 1. DIAGONAL BRACING IS REOUIRED TO TRANSFER THE CUMULATIVE LATEM BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNEC BY A OUALIFIED PROFESSIONAL 1 X'4 IND. 45 SP 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2% OF THE WEB FORCE A -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR SEWER. AS THE LATERAL BRACE I X 4 92 SRS (DF, HF, SPF) MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT R WT'c;--ECTS WEB MEMBERS AT APPROX. 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACi INTERMEDIATE TRUSS WITH 2 -ed (0.131'x25') FOR 1x4 BRACES, 2.10d (0.131-A 3.5 FOR W and 2X4 BRACES` AND 3-1 Od (0.131'X7-) FOR 24 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2.8d (0.131•X2.5') NABS FOR 1x4 LATERAL BRACES. B 2 X 3 #3, STD, CONST (SPF, DF, HF, OR SP) 2-1 Od (0.131')3') NAILS FOR 24 and 2xA LATERAL BRACES. AND 3-10d (0. 1-X7) FOR 24 LATERAL BRACES. S.LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT UEAST ONE TRUSS SPACE FOR CONTINUITY. 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION CF BRACING, CONSULT C ! 2 X 4 #3, STD, CONST (SPF, DF, HF, OR SP) DSB-88 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD T aUSSES AND SCSI i GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING 8 BRACING 01 METAL PLATE CONNECTED WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF 0AERICA and TRUSS PLATE INSTITUTE. —sEc7ndastry.com and—tphaorg I } 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. J 8. TABULATED VALUES ARE BASED ON A DOL.. 1.15 1 -UH 51 ABILIZE115: FOR A SPACING OF 24.O.C. ONLY, MITEK *STABILIZER' TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A. B. C AND D BRACING MATERIAL DIAGONAL BRACING FOR STABILIZERS ARE 70 BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REOUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE'STASILIZER- TRUSS BRACING INSTALLATION GUIDE AND PRnnt R'T CPErIPIf:AT1nN TRUSS WEB MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability of the overall roof system. The method shown here Is just one method that can be used to provide stability against web buckling. CONTINUOUS LATERAL RESTRAINT 2.10d NAILS (SEE NOTE 4) March 4, 2013 T -BRACE / I -BRACE DETAIL ST - T -BRACE _=E1 MiTek USA, Inc. [Note: ote: T -Bracing / I -Bracing to be used when continuous lateral bracing) is impractical. T -Brace / I -Brace must cover 90% of web length. l This detail NOT to be used to convert T -Brace / I -Brace webs to continuous lateral braced webs. a Nailing Pattern T -Brace size I Nail Size ; Nail Spacing 1x4 or 1x6 ! 10d ( 8" o.c. 2x4 or 2x6 or 2x8 16d 8" o.c. Note: Nail along entire length of T -Brace / I -Brace (Ori Two -Ply's Nail to Both Plies) WE Nails Nails 1 -Brace Mi7ek USA, Inc. Page 1 of 1 Brace Size for One -Ply Truss Specified Continuous 1 Rows of Lateral Bracing i Web Size 1 I 2 t 2x3 or 2x4 1 x4 (`) T -Brace i1 x4 (`) I -Brace 2x6 1x6 (`) T -B race 12x6 I Brace 2x8 IM T -Brace 2x81 -Brace Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size I 1 2 I L- 20 or 2x4 12x4 T -Brace 2x4 I -Brace 2x6 12x6 T -Brace I 2x61 -Brace I 2x82x8 T -Brace !2x81 -Brace 4 T -Brace / I -Brace must be same species and grade (or better) as web member. (`) NOTE: If SP webs are used in the truss, 1x4 or 1x6 SP braces must be stress rated boards with design values that are equal to (or better) the truss web design values. For SP truss lumber grades up to #2 with 1 X bracing materia, use IND 45 for T-Brace/1-Brad For SP truss lumber grades up to #1 with 1 X^ bracing material, use IND 55 for T-Brace/I Braci JANUARY 1, 2009 r--�• 1-11-I (� t t t—I�i �t I 11 ems; MiTek USA, Inc. L -BRACE DETAIL Nailing Pattern _ L -Brace size_ Nail Size !Nail Spacing 1x4 or 6 -- 10d 8" D.C. j 2x4, 6, or 8 16d ' $" O.C. Note: Nail along entire length of L -Brace (On Two -Ply's Nail to Both Plies) i WEB Nails rr% SPACING ` Section Detail t— L -Brace Web ST - L -BRACE MiTek USA, Inc. Page 1 of 1 Note: L -Bracing to be used when continuous i lateral bracing is impractical. L -brace I must cover 90% of web length. L -Brace must be same species grade (or better) as web member. — DIRECT SUBSTITUTION NOT APLICABLE. L -Brace Size for One Ply Truss i I Specified Continuous Rows of Lateral Bracing Web Size 1 2- 2x3 or 2x4 1 x4 2x6 I "` ' 2x6 1x6 2x8 2x8 i — DIRECT SUBSTITUTION NOT APLICABLE. "' DIRECT SUBSTITUTION NOT APLICABLE. L -Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing W Size 1 2 2x3 or 2x4 2x4 2x6 2x6 I "` I 2x8 2x8 "' DIRECT SUBSTITUTION NOT APLICABLE. JANUARY 1, 2009 C = = q—`-- MiTek USA, Inc. SCAB -BRACE DETAIL I ST - SCAB -BRACE Note: Scab -Bracing to be used when continuous lateral bracing at midpoint (or T -Brace) is impractical. Scab must cover full length of web +/- 6". THIS DETAIL IS NOT APLICABLE WHEN BRACING IS "' REQUIRED AT 1/3 POINTS OR I -BRACE IS SPECIFIED. APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS 6-F-1 Od (3" X 0.131") NAILS SPACED 6" O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. Nails / Section Detail i Scab -Brace Web Scab -Brace must be same species grade (or better) as web member. MiTek USA, Inc. Page 1 of 1 �llotz-, MAXIMUM WEB AXIAL FORCE = 2500 lbs Vii; MAXIMUM WEB LENGTH = 12'-0" `" \ 2x4 MINIMUM WEB SIZE SCAB BRACE C�\`.'\\ MINIMUM WEB GRADE OF #3 Nails / Section Detail i Scab -Brace Web Scab -Brace must be same species grade (or better) as web member. MiTek USA, Inc. Page 1 of 1 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION _ 3 " Center plate on joint unless x, y /4 offsets are indicated. 6-4-8 dimensions shown in ft -in -sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft -in -sixteenths. Apply plates to both sides Of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or X -bracing, is always required. See BCSI. TOP CHORDS 0-1/16" cr-z cz-a 2. Truss bracing must be designed by an engineer. For truss individual lateral braces themselves 4 wide spacing, I WEBS czq may require bracing, or alternative Tor I bracing should be considered. T O p R �'/ N f� 1 rY u 3 i = e O 3. Never exceed the design loading shown and never u U stack materials on inadequately braced trusses. CL OL 4. Provide copies of this truss design to the building For 4 x 2 Orientation, locate c7a ce-� cs a designer, erection supervisor, property owner and plates 0 -'ad' from outside BOTTOM CHORDS all other interested parties. edge Of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. Connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. ' Plate location details available in MiTek 20/20 software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%, at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. ICC -ES Reports: The first dimension is the plate 10. Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR -131 1, ESR -1352, ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER -3907, ESR -2362, ESR -1397, ESR -3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 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 by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. specified. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indirntprf Lumber design values are in accordance with ANSI/TPI 1 14. Bottom chords require lateral bracing at 10 ft. spacing, sectlun 8.3 TI Iese truss dooignc rely on p,Imhpr valtlPs or wrr, if nn rnilinn 15 in5t4lled, unless otherwise noted. BEARING established by others. 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 © 2012 MiTek@ All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. REenvironmental, �� � 18. Use of green or treated lumber may pose unacceptable health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI 1: 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 DSB-89: Design Standard for Bracing. a is not sufficient. BCSI: BuildingComponent Safety Information, p Y 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, MiTek ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 I 3 GREGORY A. PEITZ ARCHITECT 383 Rio Lindo Ave. Chico, CA. 95926 (530) 894-5719 Structural Calculations for: mle itBwlsD SEP_ 20 2016 BUREAU VERITAS N.A. BUTTE COUNTY SEP 13 2016 DEVELOPMENT SERVICES PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES fCOP� CNUANCE DATA_ / 2<7-" m BY C1. JAStrucWral\Design Data - Residential.doc DESIGN DATA Code used: 2013 California Building Code Floor loading: Live loads: Uninhabitable attics w/o storage: 10psf Uninhabitable attics w/ limited storage: 20psf Habitable attics and sleeping areas: 30psf All others except balconies and decks: 40psf Dead load - 101bs/square foot Roof loading: Live loads: 201bs/SF Dead loads:" Typical roof -14 lbs/SF Comp roof Wind loading: Basic 3 -second gust wind speed (mph) 110 Wind importance factor, 1 1.00 Wind exposure category C Internal pressure coefficient, GCpi +/-0.18 Seismic: Seismic importance factor, 1 1.00 Mapped spectral response acceleration; Ss 0.70 SI 0.25 Site class D Design spectral response coefficients; SDS 0.579 SDI 0.317 Seismic design category _ D Basic seismic -force -resisting system(s) Bearing wall system - plywood shearwalls Seismic response coefficient(s), Cs 0.089 Response modification factor(s), R . 6.5 Analysis procedure; Equivalent lateral force procedure I WIND ANALYSIS Simplified Envelope Procedure Per ASCE 7-10, Chapter 28. 1. Risk category 2 (table 1.5-1) 2. Basic wind speed: 110 mph (figure 26.5-1A) 3. Exposure: C (section 26.7) 4. Kzt = 1.0 (section 26.8) 5. 1.25 (figure 28.6-1) 6. Roof slopes: 26.57° (6/12) 7. Mean roof height: 17 ft. PS = ), KZt POO ( eq. 28.6-1) Wind Pressures Roof internal zone: 1(8.07 psf) (.6) = 4.84 psf Roof end zone: (9.17 psf) (.6) = 5.50 psf } Wall internal zone: (21.68.,psf) (.6) = 13.01 psf Wall end zone: (29.16 psf) (.6) = 17.50 psf �v . 2 LIS -01 22-14' 50 SHEETS 22-142 100 SmEET'�3 22-144 2nn SHEETS BUILDING DIAGRAM IM C n q q �L 3q cpza h3 qj1� --------------------'- - -- - - - --- i ,iz� V -z- 123 �y Q5 FRONT ELEVATION 1'-0" 5__33 28.y2 2Z..y2 ol no Lp — — — — — — — — — — — — — — — - -- Lilt LEFT ELEVATION xe'll = 11-011 — qq� '!,Z ';µO SH M -T - - - - - - - - - - - - - - --- PARTIAL RIGHT ELEVATION REACTION SUMMARY RXN WIND SEISMIC I p.LM- 0.23k 2- -3,9 O 2.20 IS, u0k 9,122, ?Sbk- .20k 5 2.LND k 2.2oY__ 6 0,6sir O.y9k A �5 . LtS1- � . 12 K g �-l2K- ,IZk 13.1 y, L L-( .1 2K LIZ,p ILis + 6 :/ -i oj $ )( X2-1 tp)�co .009H 5 L� -4- -Z (qO y I � 1�'.=r:.2��-+��„►45j�y0-1�(2��1Z' �01q1� (.CC500-- �a12�_ - z' ,� ��) �,d�t ,;�) �, �,�,� (oo�LokSf) CEJ ,? �. 41 �3 (LA - 2' � (37'-+ `t')(.Q'�a�-sem) C.o � /� �f = O. y�� Z LINE R i = Q, 4-7k-- WALLS= 16.01 SHEARWALLS 3/8" GDX ply. W 8d's ,12 o.c. ❑ 5 coat plaster ❑ ( ) gyp. bd. W ( )� ( ), AT ALL SUPPORTS, ANCHOR BOLTS IN GBG specif ied Y2" 0 a.b.'s @ 6'-O" o.c. w/ min. (2) a.b.'s per wall is adecp-ate ❑ Y2" 0 anchor bolts @ o.c. AIR / QR/` ❑ RBC's @ O.C. 09 A55's @ Ll' -CP 0.0. ❑ NONE REa'D OVERTURNING BLOCKED O No holdown'5 recL'd ❑ CS16 Holddown Straps to Rim Joist below ❑ Portal Frame w/ "Simpson" ST6224 straps from 4x post to continous header. ❑ HDU2, 5ST516 @ Single pour, SSTB2O @ 2 Pour ❑ HDU4, SSTB2O @ Single pour, SSTB24 @ 2 Pour COLLECTOR / CHORD ❑ ( ) 166'5 per top p. sp I ice ❑ C516 strap splices ❑ 5T6224 strap splices ❑ Drag Truss LINE 2 RZ = 2519 C )Y-- WALLS SHEARWALLS El 3/8" GDXply. w/ 8d's @ 4f ,12 o.c. El coat plaster ❑ ( ) gyp. bd. w/ ( )@ ( ), AT ALL SUPPORTS, ANCHOR BOLTS �� � qc)�---/% - 5 ❑ GBG specified Y2" 0 a.b.'s @ 6-0" o.c. w/ min. (2) a.b.'s per wall is adecpate 0 IVY (P anchor bolts @ V --O" o.c. AIR / RR[_ ❑ RBC's @ O.C. M A55's @ 3'- o" o.c. ❑ NONE REa'D OVERTURNING BLOCKED ❑ No holdown's racL'd ❑ C516 Ho Iddown Straps to Rim Joist be low ❑ Portal Frame w/ "Simpson" 5T6224 straps from 4x post to continous header. HDU2, SSTB1(o @ Single pour, SSTB20 @ 2 Po.)r ❑ HDU4, 55TB20 @ Single pour, 55TB24 @ 2 Pour COLLECTOR / CHORD ❑ ( ) 16d's per top IZ splice ❑ G516 strap splices ❑ ST6224 strap sp I ices E '3 .01 ot", Drag Truss 10 LINE 3 R3=,5.140k HALLS= 12 e3' SHEARWALLS j.go�-/ 12.3'=0oYa�- a 3/8" CDXply. H/ 8d'5 @ 2 ,12 o.c. El -oat plaster ❑ ( ) gyp. bd. H/ ( )@ ( ), AT ALL SUPPORTS, ANCHOR BOLTS �IJC)Q �( • A,5 �' ❑ CBC specified Y2" (P a.b.'s @ 6-0" o.c. H/ min. (2) a.b.'s per wall is adequate ® Y2" 0 anchor bolts @ 1'4.k%' o.c. A351 RBC ❑ RBC's @ ; .c. ® I A35 s @ / (� O.C. ❑ NONE REO'D OVERTURNING r ��C+ = (�) - \ (;�k - ) — ( -7 M:� LI-0 1 66 k '/ fl.,3 e No holdown's req'd 0516 Holddown Straps to Rim Joist below Portal f=rame H/ "Simpson" 5T6224 straps from 4x post to continous header. HDU2, SSTB16 @ Single pour, SSTB2O @ 2 Pour HDU4, 5ST52O @ Single pour, 5STB24 @ 2 Pour COLLECTOR / CHORD ❑ ( ) 16d's per top q splice ❑ C516 strap splices ❑ ST6224 strap splices W 5. q pc< Drag Truss BLOCKED LINE y WALLS= 8.0' SHEARWALLS ® 3/5" CDXply. w/ ad's @ ,12 o.c. EJ5 coat p aster ❑ ( ) gyp. bd. W ( )@ ( ), AT /ALL SUPPORTS, BLOCKED ANCHOR BOLTS v -36�-( . C�6 -- ❑ GBG specified Y2" 0 a.b.'s @ 6'-O" o.c. w/ min. (2) a.b.'s per wall is adequate 90 Y2" <P anchor bolts ear, I RRr_ 2.36 k-- /.-6 - '-/ ❑ RBC's 9 O.C. 0 A55's @ T -O" o.c. ❑ NONE REG'D OVERTURNING Roe - El No holdown's req'd ❑ C516 Holddown Straps to Rim Joist below ❑ Portal f=rame w/ "Simpson" ST6224 straps from 4x post to continous header. HDU2, 55TB1(b @ Single pour, SSTB2O @ 2 Pour ❑ HDU4, SSTB2O ® Single pour, 55TB24 @ 2 Pour COLLECTOR / CHORD ❑ ( ) 16d's per top p. splice ❑ C516 strap splices ❑ 5T6224 strap splices FM 2.H �/ Drag Truss LINE S R(�)2.y v WALLS= jy.8' SHEARWALLS a 3/8" ODXp ly. w/ ad's ® 6 ,12 o.c. El coat plaster ❑ ( ) gyp. bd. W ( )@ ( ), AT ALL SUPPORTS, 5LOOKED ANCHOR BOLTS 2.L�'K-/ . a b=3 ® GBG specified Y2" 0 a.b.'s @'6'-0" 0.0. w/ min. (2) a.b.'s per wall is adequate ❑ Y2" 0 anchor bolts @ O.C. e'lr, i Qar �.L4, K_/.% =e ❑ R50's (P o .c . A55's @2- (o �` O.C. ❑ NONE REG T' ) OVERTURNING X 1^1 le-z�-O ' � = I . Ir—H-e. 4�)CQ- ❑ No holdown's raga ❑ 0516 Holddown Straps to Rim Joist below ❑ Portal Frame w/ "Simpson" ST6224 straps from 4x post to continous header. HDU2, SST51(b @ Single pour, 55T520 @ 2 Pour ❑ HDU4, SST520 @ Single pour, 55T524 @ 2 Pour COLLECTOR / CHORD ❑ ( ) 16d'5 per top E splice ❑ G516 strap sp I ices ❑ 5T6224 strap splices A 2. I � Drag Truss SHEARWALLS LINE L R WALLS= 2. G ' t 2, 91 = S • S' ei`�ih c 5-8, '(` , ( 3 i -c a 3/8" GDXp ly. w/ ,5d's @ 6 ,12 o.c. El coat plaster ❑ ( ) gyp. bd. H/ ( )@ ( ), AT ALL SUPPORTS, ANCHOR BOLTS ® GBG specified Y2" 0 a.b.'s @ 6'-O" o.c. H/ min. (2) a.b.'s per wall is adequate Y2" <P anchor bolts @ 041. A 01c ► nn^ ❑ RSG's @ O.C. ® ,455'5 @ O it O.C. ❑ NONE REa'D OVERTURNING ❑ No holdown's req'd ❑ 0516 Holddown Straps to Rim Joist below ❑ Portal f=rame H/ "Simpson" ST6224 straps from 4x post to continous header. 181 HDU2, 55T516 @ Single pour, SST52O @ 2 Pour ❑ HDU4, 55T52O @ Single pour, SST524 @ 2 Four COLLECTOR / CHORD It Ste, pJ 7 c v.-tr ti /��� �c ❑ ( ) 166'5 per top E splice ❑ G516 strap splices ❑ 5T6224 strap splices 171 Drag Truss 5LOGKED LINE A ViALLS- I% • �� �`� .moi -- ��� SH EARWALLS 5.9SKJ3-1. 2' -0, IS�-L4:- ® 3/8" CDXply. w/ ,5d's @ ,12 o.c. F-15 coat plaster ❑ ( ) gyp. bd. w/ ( )@ ( ), AT ALL SUPPORTS, BLOCKED ANCHOR BOLTS Cj- - L4 �s V-- / - (:7� -:- (:) 0 GBG specified Y2" a.b.'s @ 6-0" o.G. H/ min. (2) a.b.'s per wall is adecpc.te ❑ Y2" 0 anchor bo Its @ O.G. A35 / RBC J•1-15 k--/. C = /C) ❑ RBC's @ 0.0. M A55's @ Ll/—C'a O.G. ❑ NONE REO'D OVERTURNING 15T pF� C Moi-r\al ` _2�)82;_,� t". .'�i ►10 C��.-----�� No holdown's recL'd ❑ 0516 Holddown Straps to Rim Joist below ❑ Portal f=rame H/ "Simpson" ST6224 straps from 4x post to continous header. ❑ HDU2, SSTB16 @ Single pour, 55TB20 @ 2 Pour" ❑ HDU4, SSTB20 @ Single pour, SSTB24 @ 2 Pour COLLECTOR / CHORD 5. 0 5 LC .rg -,a�, = ►�� i ii ❑ ( ) 16d's per top E splice 0516 strap splices El 5T6224 strap splices ❑ Drag Truss I� LINE R = %.I'2k WALLS=,I �°�.2�-�,C +.�r�"�,2�-1c�� g SHEARWALLS ply. w/ 8d's @ q-..,12 o.c. FI5 coat plaster ❑ ( ) gyp. bd. vV ( )@ ( ), AT ALL SUPPORTS, BLOCKED ANCHOR BOLTS 2 ❑ GBG specified Y2 0 0.b.'s @ 6-0" o.c. w/ min. (2) a.b.'s per wall is adequate ❑ Y2" <P anchor bolts @ O.C. A35 / RBC ❑ RBC's @ A35's @ ❑ NONE REa'D OVERTURNING � � 11. KI/311' a 4-1-3 � 4i e -ecrcj .. ❑ No holdown's req'd ❑ G516 Holdclown Straps to Rim Joist below ❑ Portal Frame w/ "Simpson" 5T6224 straps from 4x post to continous header. IN HDU2, 55TB16 a Single pour, 55TB2O @ 2 Pour ❑ HDU4, 5STB2O @ Single pour, 55TB24 @ 2 Pour COLLECTOR / CHORD ❑ ( ) 16d'5 per top p. splice, ❑ G516 strap sp 1 ices ❑ 5T6224 strap splices ❑ Drag Truss LINE 0.I 60k HALLS= � aa' + t. 01 =7 12. C/' SHEARWALLS ® 3/8" GDXply. W 8d's @ j ,12 o.c. El coat plaster ❑ ( ) gyp. bd. W ( )@ ( ), AT ALL SUPPORTS, ANCHOR BOLTS ❑ GBG specif led Y2" 4> a.b.'s @ 6-0" o.c. w/ min. (2) a.b.'s per wall is adequate 0 Y2" �P anchor bolts @ I '- 4E" o.c. Aqr% / RRr 6 ❑ R5G's 9 o.c. ® A55's @ I'- 6" o.c. ❑ NONE REO'D OVERTURNING ❑ No holdown's raga ❑ 0516 Holddown Straps to Rim Joist below ❑ Portal f=rame w/ "Simpson" 5T6224 straps from 4x post to continous header. IN HDU2, 55T51(o @ Single pour, 55T82O @ 2 Pour ❑ HDU4, 55T52O @ Single pour, 55T524 @ 2 Pour COLLECTOR / CHORD ❑ ( ) 1(od's per top p splice W G516 strap splices ty,,-S S 1z) ❑ 5T6224 strap sp I ices 0 Drag Truss SLOGKED 115 Project: �ki II V-QSlAena Read I Location: RearI`Covered Patio Beam Section Modulus: Roof Beam 51.56 in3 [2012 International Building Code(2012 NDS)] 19.03 in2 5.5 IN x 7.5 IN x 7.4 FT Moment of Inertia (deflection): #1 - Douglas -Fir -Larch - Dry Use 193.36 in4 Section Adequate By: 29.2% 4988 ft -Ib Controlling Factor: Moment Shear: DEFLECTIONS Center 5844 lb Live Load 0.08 IN U1093 psf Dead Load 0.08 in DL= Total Load 0.16 IN U559 psf Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 TW = ; 18.7 REACTIONS A B Wall Load: Live Load 1379 Ib 1379 Ib 0 Dead Load 1318 Ib 1318 Ib Non -Snow Roof Loaded Area: Total Load 2697 Ib 02697 Ib 153.2 Bearing Length 0.78 in 0.78 in BEAM DATA Span Length 7.4 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 6 :12 Roof Duration Factor 1.25 MATERIAL PROPERTIES #1 - Douglas -Fir -Larch Base Values Adjusted Bending Stress: Fb = 1200 psi Fb' = 1500 psi Cd=1.25 CF= 1.00 Shear Stress: Fv = 170 psi Fv' = 213 psi Cd=1.25 Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi Comp. -L to Grain: Fc -1= 625 psi Fc -1' = 625 psi Controlling Moment: 4988 ft -Ib 3.7 ft from left support Created by combining all dead and live loads. Controlling Shear: -2696 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 39.9 in3 51.56 in3 Area (Shear): 19.03 in2 41.25 in2 Moment of Inertia (deflection): 62.28 in4 193.36 in4 Moment: 4988 ft -Ib 6445 ft -Ib Shear: -2696 lb 5844 lb StruCalc 9.0 StruCalc Version 9.0.2.5 9/2/2016 1:08:29 PM page or Side One: Roof Live Load: LL = /18 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 2 ft Side Two: Beam Uniform Dead Load: wD_adj = 356 Roof Live Load: LL = 18 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = ; 18.7 ft Wall Load: WALL = 0 Non -Snow Roof Loaded Area: RLA = 153.2 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 7.4 ft Beam Self Weight: BSW = 9 plf Beam Uniform Live Load: wL = 373 plf Beam Uniform Dead Load: wD_adj = 356 plf Total Uniform Load: WT = 729 plf Project:gi��il1S Location: Living Room 6060 FX Roof Beam [2012 International Building Code(2012 NDS)] 5.5 IN x 7.5 IN x 6.3 FT #1 - Douglas -Fir -Larch - Dry Use Section Adequate By: 46.2% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.05 IN U1449 Dead Load 0.05 in Total Load 0.10 IN 0743 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A B Live Load 1435 Ib 1435 Ib Dead Load 1365 Ib 1365 Ib Total Load 2800 Ib' 2800 Ib Bearing Length 0.81 in 0.81 in BEAM DATA Span Length 6.3 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 6 :12 Roof Duration Factor 1.25 MATERIAL PROPERTIES #1 - Douglas -Fir -Larch Controlling Moment: 4409 ft -Ib 3.15 ft from left support Created by combining all dead and live loads. Controlling Shear: -2799 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Base Values Adjusted Bending Stress: Fb = 1200 psi Fb' = 1500 psi Area (Shear): Cd=1.25 CF=1.00 41.25 in2 Shear Stress: Fv = 170 psi Fv' = 213 psi Moment: Cd=1.25 6445 ft -Ib Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi Comp. -L to Grain: Fc - J = 625 psi Fc -1' = 625 psi Controlling Moment: 4409 ft -Ib 3.15 ft from left support Created by combining all dead and live loads. Controlling Shear: -2799 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 35.27 in3 51.56 in3 Area (Shear): 19.76 in2 41.25 in2 Moment of Inertia (deflection): 46.86 in4 193.36 in4 Moment: 4409 ft -Ib 6445 ft -Ib Shear: -2799 lb 5844 lb 1-1 StruCalc 9.0 Page StruCalc Version 9.0.2.5 9/2/2016 1:06:54 PM / or Side One: Adjusted Beam Length: Ladj = 6.3 Roof Live Load: LL = 18 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 4.8 ft Side Two: Total Uniform Load: WT = 889 Roof Live Load: LL= 18 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 20.5: ft Wall Load: WALL = 0 Non -Snow Roof Loaded Area: RLA = 159.4 Of SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 6.3 ft Beam Self Weight: BSW = 9 plf Beam Uniform Live Load: wL = 455 plf Beam Uniform Dead Load: wD_adj = 433 plf Total Uniform Load: WT = 889 plf Project: j 1n-e� 1 j2o—S 44, n c—Q— Location: Fren Doors @ Dining Room Roof Beam [2012 International Building Code(2012 NDS)] 5.5 IN x 7.5 IN x 6.3 FT #1 - Douglas -Fir -Larch - Dry Use Section Adequate By: 57.3% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.05 IN U1560 Dead Load 0.05 in Total Load 0.09 IN U799 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A B Live Load 1332 Ib 1332 Ib Dead Load 1270 Ib 1270 Ib Total Load 2602 Ib 2602 Ib Bearing Length 0.76 in 0.76 in BEAM DATA Span Length 6.3 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 6 :12 Roof Duration Factor 1.25 MATERIAL PROPERTIES AND LOADS Adjusted Beam Length: #1 - Douglas -Fir -Larch Side One: ft Beam Self Weight: Base Values Adjusted Bending Stress: Fb = 1200 psi Fb' = 1500 psi Roof Dead Load: Cd=1.25 CF= 1.00 15 Shear Stress: Fv = 170 psi FV = 213 psi 3 Cd=1.25 Side Two: Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi Comp. -L to Grain: Fc -1= 625 psi Fc -1' = 625 psi Controlling Moment: 4098 ft -Ib DL= 3.15 ft from left support psf Tributary Width: Created by combining all dead and live loads. 20.5 Controlling Shear: 2602 Ib WALL = At support. Non -Snow Roof Loaded Area: Created by combining all dead and live loads. 148.1 Comparisons with required sections: Read Provided Section Modulus: 32.79 in3 51.56 in3 Area (Shear): 18.37 in2 41.25 in2 Moment of Inertia (deflection): 43.56 in4 193.36 in4 Moment: 4098 ft -Ib 6445 ft -Ib Shear: 2602 lb 5844 lb StruCalc 9.0 StruCalc Version 9.0.2.5 9/2/2016 1:06:05 PM page fCD of ROOF LOADING AND LOADS Adjusted Beam Length: Ladj = Side One: ft Beam Self Weight: BSW = Roof Live Load: LL = 18 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 3 ft. Side Two: pif Roof Live Load: LL = 18 psf Roof Dead Load: DL= .15 psf Tributary Width: TW = 20.5 ft Wall Load: WALL = 0 Non -Snow Roof Loaded Area: RLA = 148.1 pif pif SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 6.3 ft Beam Self Weight: BSW = 9 plf Beam Uniform Live Load: wL = 423 pif Beam Uniform Dead Load: wD_adj = 403 plf Total Uniform Load: WT = 826 pif Project:e-'I/nC Location: Gara a Door Headder-J K�1 l Roof Beam [2012 International Building Code(2012 NDS)] 3.125 IN x 10.5 IN x 18.4 FT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 131.7% Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.26 IN 1_1860 Dead Load 0.27 in Total Load 0.53 IN U417 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A B Live Load 497 Ib 497 Ib Dead Load 528 Ib 528 Ib Total Load 1025 Ib 1025 Ib Bearing Length 0.50 in 0.50 in BEAM DATA Span Length 18.4 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 6 :12 Roof Duration Factor 1.25 MATERIAL PROPERTIES Read Provided 24F -V4 - Visually Graded Western Species 18.86 in3 57.42 in3 Base Values Adjusted Bending Stress: Fb = 2400 psi Controlled by: 301.46 in4 Fb_cmpr = 1850 psi Fb' = 3000 psi 14355 ft -Ib Cd=1.25 1025 lb Shear Stress: Fv = 265 psi Fv' = 331 psi Roof Live Load: Cd=1.25 18 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp. -L to Grain: Fc -1- = 650 psi Fc -1' = 650 psi Controlling Moment: 4715 ft -Ib ft 9.2 ft from left support WALL = 0 Created by combining all dead and live loads. Non -Snow Roof Loaded Area: Controlling Shear: 1025 Ib off At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 18.86 in3 57.42 in3 Area (Shear): 4.64 int 32.81 in2 Moment of Inertia (deflection): 130.13 in4 301.46 in4 Moment: 4715 ft -Ib 14355 ft -Ib Shear: 1025 lb 7246 lb NOTES K StruCalc 9.0 page StruCalc Version 9.0.2.5 9/2/2016 1:14:50 PM of Side One: Adjusted Beam Length: Ladj = 18.4 Roof Live Load: LL = .18 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 2 ft Side Two: Total Uniform Load: WT = 111 Roof Live Load: LL = 18 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 11 ft Wall Load: WALL = 0 Non -Snow Roof Loaded Area: RLA = 55.2 off SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 18.4 ft Beam Self Weight: BSW = 7 plf Beam Uniform Live Load: wL = 54 plf Beam Uniform Dead Load: wD_adj = 57 plf Total Uniform Load: WT = 111 plf Project:i'�� ne�l �'esi�CSL Location: Frontorch Beam Multi -Loaded Multi -Span Beam [2012 International Building Code(2012 NDS)] 5.5 INx10.5INx16.OFT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 62.0% Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.26 IN L/742 Dead Load 0.24 in Total Load 0.49 IN U389 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 1574 Ib 936 Ib Dead Load 1412 Ib 880 Ib Total Load 2986 Ib 1816 Ib Bearing Length 0.84 in 0.51 in BEAM DATA Center Span Length 16 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 16 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.24 Notch Depth 0.00 MATERIAL PROPERTIES Read Provided 24F -V4 - Visually Graded Western Species 53.12 in3 101.06 in3 Base Values Adiusted Bending Stress: Fb = 2400 psi Controlled by. 530.58 in4 Fb_cmpr = 1850 psi Fb' = 2400 psi 20213 ft -Ib Cd=1.00 2986 lb Shear Stress: Fv = 265 psi Fv' = 265 psi 9.8 ft Cd=1.00 Load Length Modulus of Elasticity: E = 1800 ksi E'= 1800 ksi Comp. -L to Grain: Fc -1= 650 psi Fc - -L= 650 psi Controlling Moment: 10624 ft -Ib 7.04 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 2986 Ib At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 53.12 in3 101.06 in3 Area (Shear): 16.9 in2 57.75 in2 Moment of Inertia (deflection): 327.54 in4 530.58 in4 Moment: 10624 ft -Ib 20213 ft -Ib Shear: 2986 lb 10203 lb L.0 StruCalc 9.0 page StruCalc Version 9.0.2.5 9/7/2016 2:24:52 PM / of UNIFORM LOADS Center Uniform Live Load 0 plf Uniform Dead Load 0 plf Beam Self Weight 13 plf Total Uniform Load 13 plf TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Two Left Live Load 222 plf .54 plf Left Dead Load 185 plf` 45 plf Right Live Load 222 plf 54 plf Right Dead Load 185 plf 45 plf Load Start 0 ft 9.81 ft Load End 9.8 ft 16 ft Load Length 9.8 ft 6.19 ft