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HomeMy WebLinkAboutB16-2338 000-000-000C RT1'IF!CATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Good 1945 RECEIVED Calculation Date/Time: 10:27, Wed, Sep 07, 2016 Calculation Description: Compliance OCT 2 5 2msInput File Name: Good 1945.ribd BUTTE COUNTY OCT 2 0 2016 CF1 R -PRF -01 Page 1 of 9 GENERAL INFORMATION 01 DEVELOPMENT 01 Project Name Good 1945 03 SERVICES 02 Calculation Description ResidenceP16-A'S? 08 Energy Use (kTDV/ftZ-yr) 03 Project Location Lumpkin Road Compliance Margin Percent Improvement 04 City Feather Falls, CA 05 Standards Version Compliance 2015 06 Zip Code 95966 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) 1945 15 Number of Zones 1 16 Slab Area (ftZ) 1945 17 Number of Stories 1 18 Addition Cond. Floor Area N/A 19 Natural Gas Available No 20 Addition Slab Area (ft) N/A 21 Glazing Percentage (%) 18.2% COMPLIANCE RESULTS 01 Building Complies with Computer Performance- erformance02 02 This building incorporates, features that require field testing and/or verification by a certified HERS rater un er a supervision of a CEC-approved HERS provider. 03 This building incorporates one or more Special Features shown below 06 --• -.. —1 1 ucvcl.Vr-Mc1M1 0t:HVIGtS REVIEWED FOR CODE COMPLIANCE DA -- BYC10 TRB AND ASSOCIATES Registration Number: 216-N0331056A-000000000-0000 Registration Date/Time: 2016-09-07 10:36:08 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 x1 6NY- HERS Provider: CaICERTS inc. Report Generated at: 2016-09-07 10:28:31 ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDV/ftZ-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 63.09 57.99 5.10 8.1% Space Cooling 46.62 46.36 0.26 0.6% IAQ Ventilation 1.18 1.18 REW "MED 0.0% Water Heating 35.38 35.38 0.0% Photovoltaic Offset --- 0.00 0.00 rTotal Con5OFdlfkE€negy 146.27 140.91Ll L. 5.96' 3.7% --• -.. —1 1 ucvcl.Vr-Mc1M1 0t:HVIGtS REVIEWED FOR CODE COMPLIANCE DA -- BYC10 TRB AND ASSOCIATES Registration Number: 216-N0331056A-000000000-0000 Registration Date/Time: 2016-09-07 10:36:08 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 x1 6NY- HERS Provider: CaICERTS inc. Report Generated at: 2016-09-07 10:28:31 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Good 1945 Calculation Date/Time: 10:27, Wed, Sep 07, 2016 Calculation Description: Compliance Input File Name: Good 1945.ribd REQUIRED SPECIAL FEATURES' The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. Window overhangs and/or fins I HERS FEATURE SUMMARY CF1 R -PRF -01 Page 2 of 9 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 • 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'6y Title 24, Part 6 (sucli as domestic appliances and consumer electronics) and accounting for the annual TDV energy offset by an on-site renewable energy system. c',� (" j t Reference Energy U_se`�:7-:A!'—J Energy Design RatingF Margin Percent Improvement Total Energy (kTDV/f2-yr)*", 1208.66= 'fes 203.30 5.36 2.6% " 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 Good 1945 1945 1 3 1 0 1, ZONE INFORMATION 01 02 03 _ 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft2) Avg. Ceiling Height Water Heating System 1 Water Heating System 2 Conditioned Conditioned HVAC System 1 1945 9 Water Heater Registration Number: 216-N0331056A-000000000-0000 Registration Date/Time: 2016-09-07 10:36:08 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-09-07 10:28:31 ` CERfIRCATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Good 1945 Calculation Date/Time: 10:27, Wed, Sep 07, 2016 Calculation Description: Compliance Input File Name: Good 1945.ribd CF1 R -PRF -01 Page 3 of 9 OPAQUE SURFACES 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft2) Window & Door Area (ft) Tilt (deg) Fwall Conditioned R19 Wall 0 Front 434 93 90 Bwall Conditioned R19 Wall 180 Back 687 202.39 90 Rwall Conditioned R19 Wall 270 Right 414 38 90 Lwall Conditioned R19 Wall 90 Left 307.5 20 90 45 Wall Conditioned R19 Wall 45 - specify - 25.5 10 90 315 Wall Conditioned R19 Wall 315 - specify - 25.5 10 90 GarToHouse Conditioned—Garage Gar House R19 414 17.8 Ceiling (below attic) 1 Conditioned R38 Ceiling below attic 1945 Gwall Front Garage Garage Ext Wall 0 Front 217.5 144 90 Gwall Left Garage Garage Ext Wall 90 Left 205.5 90 Gwall Back Garage Garage Ext Wall, 180 Back 99 90 Gar Ceiling Garage RO CIgBlwAttic Cons 585 ATTICS 01 02 '`+- 1 03 , y 04 ,x• r u d 05 �, r„t 06 07 08 Name Construction k ` ' Type ` �` "Roof Rise '`"` Roof Reflectance' Roof Emittance Radiant Barrier Cool Roof Gar Attic Asphalt RB Roof Ventilated 5 0.1 0.85 Yes No Attic Asphalt RB Roof Ventilated 5 0.1 0.85 Yes No Registration Number: 216-N0331056A-000000000-0000 Registration Date/Time: - 2016-09-07 10:36:08 HERS Provider: CaiCERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-09-07 10:28:31 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Good 1945 Calculation Date/Time: 10:27, Wed, Sep 07, 2016 Calculation Description: Compliance Input File Name: Good 1945.ribd CF1 R -PRF -01 Page 4 of 9 WINDOWS 01 02 03 04 Name Side of Building 01 02 03 04 05 06 07 08 09 10 Name Type Surface (Orientation -Azimuth) Width (ft) Height (ft) Multipli er Area (ft) U -factor SHGC Exterior Shading 5050 Fix (Dining) Window Fwall (Front -0) 5.0 5.0 1 25.0 0.33 0.29 Insect Screen (default) 1060 Fix (L -Entry) Window Fwall (Front -0) 1.0 6.0 1 6.0 0.33 0.29 Insect Screen (default) 1060 Fix (R -Entry) Window Fwall (Front -0) 1.0 6.0 1 6.0 0.33 0.29 Insect Screen (default) 5040 XO (Living) Window Fwall (Front -0) 5.0 4.0 1 20.0 0.34 0.28 Insect Screen (default) 2040 SH (L-Mstr Bed) Window Fwall (Front -0) 2.0 4.0 1 8.0 0.34 0.28 Insect Screen (default) 2040 SH (R-Mstr Bed) Window Fwall (Front -0) 2.0 4.0 1 8.0 0.34 0.28 Insect Screen (default) 3040 SH (Mstr Bath) Window Bwall (Back -180) 3.0 4.0 1 12.0 0.34 0.28 1 Insect Screen (default) 2868 FR (Mstr Bed) Window Bwall (Back -180) 2.7 6.7 1 18.1 0.34 0.30 Insect Screen (default) 6050 XO (Mstr Bed) Window Bwall (Back -180) 6.0 5.0 1 30.0 0.34 0.28 Insect Screen (default) 9068 XOO (Living) Window Bwall (Back -180) 9.0 6.7 1 60.3 0.34 0.30 Insect Screen (default) 8050 XOX (Nook) Window Bwall (Back -180) 8.0 5.0 1 40.0 0.34 0.28 Insect Screen (default) 4040 XO (Ldry) Window Bwall (Back -180) 4.0 4.0 1 16.0 0.34 0.28 Insect Screen (default) 4016 XO (Bath 2) Window Bwall (Back -180) _ r 4.0 1.5 1 - -6.0 0.34 0.28 Insect Screen (default) 5040 XO (Bed 2) Window Bwall (Back -180) 5.0 4.0 1 --.20.0 0.34 0.28 Insect Screen (default) 5040 XO (Entry) Window Rwall (Right -270) t' 5.0 4.0 Y "-20.0 0.34 0.28 Insect Screen (default) 3040 SH (Living) Window Rwall (Right -270) 3.0 4.0 1 12.0 0.34 0.28 Insect Screen (default) 2030 SH (Mstr Bath) Window Rwall (Right -270) 2.0 3.0 1 6.0 0.34 0.28 Insect Screen (default) 5040 XO (Bed 3) Window Lwall (Left -90) 5.0 4.0 1 20.0 0.34 0.28 Insect Screen (default) 2050 SH (L -Dining) Window 45 Wall (- specify --45) 2.0 5.0 1 10.0 0.34 0.28 Insect Screen (default) 2050 SH (R -Dining) Window 315 Wall (- specify --315) 2.0 5.0 1 10.0 0.34 0.28 Insect Screen (default) DOORS 01 02 03 04 Name Side of Building Area (ft2) U -factor Front Or Fwall 20.0 0.50 GarToHouse Or GarToHouse 17.8 0.50 GDoor Gwall Front 72.0 1.00 GDoor-2 Gwall Front 72.0 1.00 Registration Number: 216-N0331056A-000000000-0000 Registration Date/Time: 2016-09-07 10:36:08 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF113-03112016-433 Report Generated at: 2016-09-07 10:28:31 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Good 1945 Calculation Date/Time: 10:27, Wed, Sep 07, 2016 Calculation Description: Compliance Input File Name: Good 1945.ribd CF1 R -PRF -01 Page 5 of 9 OVERHANGS AND FINS 01 02 03 04 05 06 07 08 09 10 11 12 13 14 Overhang Left Fin Right Fin Window Depth Dist Up Left Extent Right Extent Flap Ht. Depth Top Up DistL Bot Up Depth Top Up Dist R Bot Up 5050 Fix (Dining) 7.9 2.3 28.8 11.8 1 9 .3 3.2 0 0 0 0 0 1060 Fix (L -Entry) 9.9 2.3 37 7 1 11 3 12 0 0 0 0 0 1060 Fix (R -Entry) 9.9 2.3 42 2.5 1 11 3 16.5 0 0 0 0 0 5040 XO (Living) 2.9 2.3 45 3.8 1 8.7 3 1.8 0 0 0 0 0 2040 SH (L-Mstr Bed) 2.9 2.3 56 21.2 1 6.5 3 2.8 0 0 0 0 0 2040 SH (R-Msir Bed) 2.9 2.3 65 12.3 1 6.5 3 11.7 0 0 0 0 0 3040 SH (Mstr Bath) 2.9 2.3 4.7 71.7 1 0 0 0 0 0 0 0 0 2868 FR (Mstr Bed) 8.9 2.3 12.3 64 1 6 3 3.2 0 6 3 23.8 0 6050 XO (Mstr Bed) 8.9 2.3. 17.3 56 1 6 3 8.1 0 6 3 15.4 0 9068 XOO (Living) 10.9 2.3 28.2 42.2 1 2 5 3.3 0 8 3 1.7 0 8050 XOX (Nook) 2.9 2.3 W 44.1 rl 27.3: , , - _ 1- - - 0 0 0 0 0 0 0 0 4040XO(Ldry) 2.9 X2.3 +' 54.1-` }21:3 +1 �� `s 0 0' .0 0 0 0 0 0 4016 XO (Bath 2) 2.9 i _� ', 1 : _ 61:2,' f 14.2 _1'3 0'-J 0 t i 0 _z . 0 0 0 0 0 5040 XO (Bed 2) 2.9 -N, 2:3 69.3 F- -15.1,C-. r 1J r.1 0 k "1 0-- t,, r'T 0r, 0 0 0 0 0 5040 XO (Entry) 0 0' ' ;0 `' " 0 " 0 ' '0 0 """ 0` 0 9.2 3 1.4 0 3040 SH (Living) 0 0 0 0 0 0 0 0 0 24.5 3 1.5 0 2050 SH (L -Dining). 10.2 2.3 27 4.7 1 15 8 0.3 0 0 0 0 0 2050 SH (R -Dining)' 6.1 2.3 5 7.3 1 0 0 0 0 5.5 5 5.8 0 Registration Number: 216-N0331056A-000000000-0000 Registration Date/Time: 2016-09-07 10:36:08 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFIR-03112016-433 HERS Provider: CaICERTS inc. Report Generated at: 2016-09-07 10:28:31 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Good 1945 Calculation Date/Time: 10:27, Wed, Sep 07, 2016 Calculation Description: Compliance Input File Name: Good 1945.ribd CF1 R -PRF -01 Page 6 of 9 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 1945 210.5 None 0.8 No • Inside Finish: Gypsum Board Garage 585 58 None 0 No • Cavity/Fram s ! x_4 Garage Ext Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. O.C. none 0.361 Exterior Fini Coat Stucco Ceilings (below 2x4 Bottom Chord of Truss @ 24 Inside Finish: Gy m RO ClgBIwAttic 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 R38 Ceiling below attic attic) Wood Framed Ceiling in. O.C. R 38 0.025 Over Ceiling Joists: R-28.9 insul. • Inside Finish. Gypsum-Boacd • Cavity / Fra 2x6 — — R1.9 Wall Exterior Walls Wood Framed Wall 2x6 @ 16 in. O.C. R 19 0.072 Exterior / i : 3 Coat Stucco i Inside Finish: G sam-Boar Gar House R19 Interior Walls Wood Framed Wall 2x6 16 in.�O.C. R 19 ` 0.067 Cavity / Frame: R-19 / 2x6 Other Side Finish: Gypsum Board @ SLAB FLOORS 01 02 ` - - - 03 04 05 06 07 Name Zone Area (ft) Perimeter (ft) Edge Insul. R -value & Depth Carpeted Fraction Heated Slab On Grade Conditioned 1945 210.5 None 0.8 No Gslab Garage 585 58 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 --- WATER HEATING SYSTEMS 01 02 03 04 05 06 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction (%) Water Heater - 1/1 DHW Standard Min 50 Gal 1 - none - Registration Number: 216-N0331056A-000000000-0000 Registration Date/Time: 2016-09-07 10:36:08 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF113-03112016-433 Report Generated at: 2016-09-07 10:28:31 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Good 1945 Calculation Date/Time: 10:27, Wed, Sep 07, 2016 Calculation Description: Compliance Input File Name: Good 1945.ribd CF1 R -PRF -01 Page 7 of 9 WATER HEATERS 01 02 03 04 05 06 07 08 Name Heat men ype Tank Type Tank Volume (gal) Energy Factor or Efficiency Input Rating Tank Exterior Insulation R -value Standby Loss (Fraction) Min 50 Gal Prop an ,. Small Storage 50 0.6 40900-Btu/hr 0 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 --- --- --- --- --- SPACE CONDITIONING SYSTEMS 01 02 03 04 05 06 SC Sys Name System -Type ', -Heating Unit Name �. ` t Cooling Unit Name Fan Name Distribution Name HVAC System 1 y Other Heating `and Cooling System -, { Furn 92V \� 14 SEER _ �} ^ } HVAC Fan 1 Attic Default HVAC - HEATING UNIT TYPES v- 01 02 03 Name Type Efficiency Furn 92 CntrlFurnace - Fuel -fired central furnace 92 AFUE HVAC - COOLING UNIT TYPES 01 02 03 04 05 06 07 Name System Type Efficiency EER SEER Zonally Controlled Multi -speed Compressor HERS Verification 14 SEER SplitAirCond 11.7 14 Not Zonal Single Speed 14 SEER -hers -cool Registration Number: 216-N0331056A-000000000-0000 Registration Date/Time: 2016-09-07 10:36:08 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-09-07 10:28:31 CEF2TIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD , Project Name: Good 1945 Calculation Date/Time: 10:27, Wed, Sep 07, 2016 Calculation Description: Compliance Input File Name: Good 1945.ribd CF1 R -PRF -01 Page 8 of 9 HVAC COOLING - HERS VERIFICATION 01 02 03 04 05 06 Name Verified Airflow Airflow Target Verified EER Verified SEER Verified Refrigerant Charge 14 SEER -hers -cool Required 350 Not Required Not 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 6 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 SYSTEMSy�.:'-" 01 02 03 01 t, `';�7-V4r" 102 ".r - : i i 0 rF' pr 'J ' . 03 04 Name Type R � \17 JFari Powe�•(Watts/CFM) HERS Verification HVAC Fan 1 Single Speed PSC Furnace Fan Default 0 0.58 HVAC Fan 1 -hers -fan HVAC FAN SYSTEMS - HERS VERIFICATION 01 02 03 Name Verified Fan Watt Draw Required Fan Efficiency (Watts/CFM) HVAC Fan 1 -hers -fan Required 0.58 IAQ (Indoor Air Quality) FANS 01 02 03 04 05 06 Dwelling Unit IAQ CFM IAQ Watts/CFM IAQ Fan Type IAQ Recovery Effectiveness(%) HERS Verification SFam IAQVentRpt 49.45 0.25 Default 0 Required Registration Number: 216-N0331056A-000000000-0000 CA Building Energy Efficiency Standards - 2013 Residential Compliance i Registration Date/Time: 2016-09-07 10:36:08 Report Version - CF1R-03112016-433 HERS Provider: CaICERTS inc. Report Generated at: 2016-09-07 10:28:31 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Good 1945 Calculation Date/Time: 10:27, Wed, Sep 07, 2016 Calculation Description: Compliance Input File Name: Good 1945.ribd CFI R -PRF -01 Page 9 of 9 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: ' Documentation Author Signature: Cres c�eilz Greg Peitz Company: _ Signature Date: Gregory A. Peitz Architecture 2016-09-07 10:36:08 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:`: :t�ky 4. ; �re� c�ellz . Greg Peitz" �.�-:�, ,. t Company:Date.Signed: Gregory A. Peitz Architecture 2016-09-07 10: 6:08 Address: License: 383 Rio Lindo Ave Y C21283 City/State/Zip: Phone: Chico, CA 95926 530-894-5719 Digitally signed by CaICERTS. This digital signature is provided in order to secure the content of this registered document and in no way implies Registration Provider responsibility for the accuracy of the information. Registration Number: 216-N0331056A-000000000-0000 Registration Date/Time: 2016-09-07 10:36:08 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFiR-03112016-433 Report Generated at: 2016-09-07 10:28:31 El RECEIVED OCT 2 5 2016 ICIATEs BUTM 1045tTwin View Blvd. COUNW Redding, CA 96003 OCT 2.0 2016 (530) 244=6335 r (530) 244-1890 fax DEVELOPMENT SERVICES ' TRUSS ENGINEERING PACKAGE ICC RESEARCH REPORT NO. ESR- 1311 & ESR -1988 IN STRICT ACCORDANCE WITH U.B.C, I.B.C, I.R.C., C.B.C. ANSI NATIONAL STANDARDS, LATEST REVISION INSPECTED BY: ENGINEERED BY: ;NATIONAL INSPECTION ASSOCIATION INC. MITEK USA INC. -Quality Systems Management / National Westing 250 KLUG CIR P.O. Box 3426 F Corona, CA 92380 Gillette, WY 82717-3426 (951) 245-9525 Office & Fax (307) 685-6331 (951) 273-0040 fax JOB NAME 3 Bedroom Residence JOB # 160662 LOCATION: Feather Falls CUSTOMER:' Joe Good } PERMIT # ft -2 " - BUTTE COUNTY DEVELOPMENT SERVICES . REVIEWED FOR COaE COMPLIANCE 9ATEE S� — - 3Y, REVIEWED FOR CODE COMPLIANCE DEC 0 1 2016 TRIS AND ASSOCIATP' -Q s • � M N . mCM in c : In a, C r4 - o M in C uj a 0 z x 0 z a Ir W m f J y Y W W 2 Q W wpwoomwzm'OLL� 3 o LL o wo� ., .. ,w WWZy,ZZO�Z0 0 x 0, O g<, W Q F wl. U C �Q0�C70LUM ZZa- d 0 Z U J 0 2 Z— W ZOO<z aro OU,Z Qw 2 gZg1-ulEnc) >2 =)TC O=)z jZ to > LO Fn CL W 0 W (7 Y OU Q! -D W W ~fncr to w aa"�LL�W�o o ui `o a 0 m `m c m v Q 0� U L 0 O: m CD Q 2 Q)> N— M o LL MiTek� MiTek USA, Inc. 250 Klug Circle , Corona, CA 92880 951-245-9525 Re: 160662 three bedroon res i The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct. supervision based on the parameters provided by Meeks Building Center. Pages or sheets covered by this seal: K2414707 thru K2414733 My license renewal date for the state of California is June 30, 2018. Lumber design values are in accordance with ANSUTPI 1-2007 section 6.3 - These truss designs rely on lumber values established by others. t QROF ESS/pN RRIC( 6q�F2c O oS 6332 � * EXP. 6/30/2018 ST STRUC70�P� �P gTFOF 1F0�� October 5,2016 ' Baxter, David IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdictions(s) identified and that the designs comply with ANSUTPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customer's file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the°applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of the design parameters and properly incorporate these designs into the overall building design per ANSUTPI 1, Chapter 2. t 0 Job Truss . Truss Type,,,,, - .. !{• Qty Ply - � three bedroon res - x2414707 160662 At Common Supported Gable 1 `� 1 CSI. • . in (loc) I/defl Ud obRefere ce o tonal meeK5 rumuer, reaaing 6,ulu s Apr zu zula MI I eK Industries, Inc. vveo zjep z8 Iu:54:za zu f b rage 1 I D:OoLxOT8pftQclvS77axwtEzm Uds-k6CRU M I DxZzxyjkhyPgg l OdTKSS Stzmcu9THZyZ7D B -211, 22.6-0 I 45.0-0 ' 2_. ' 22-64) - - 22-6-0 . - - Scale = 1:78.0 5.00 12 3x6 = i - 68 . 17 18 19 20 69 5 �•� - 66 65 b4 ' 83 62 6t 60 59 58 -57 56 55 54 53 52 51 50 - 47 46 45 44 43 42 41 40 39 38 37 36 3x6 = 49 a 5x8 = ; 3x6 = - 1q LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. . in (loc) I/defl Ud PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.17 Vert(LL) 0.00 1 n/r 120 MT20 220/195 10)0,0 TCDL 1 Lumber DOL 1.15 BC 0.06 Vert(CT) -0.01 1 ' n/r • 120 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.01 35 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 r Matrix -S Weight: 332 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 OF No. 1&Btr G 4 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. i OTHERS 2X4 DF No. 1&Btr G WEBS 1 Row at midpt 17-52, 16-53, 19-51, 20-50 REACTIONS. All bearings 45-0-0. (lb) - Max Horz 2=135(LC 13) Max Uplift All uplift 100 Its or less at joint(s) 2, 53, 54, 55, 56, 57, 56, 59, 60, 61, 62, 63, 64, 65, 50, 48, 47, 46, 45, 44, 43, 42, 41, 40, 39, 38, 37, 36 Max Grav All reactions 250 Ib or less at joint(s) 52, 53, 54, 55, 56, 57, 58, 59, 60, 61, 62, 63, 64, 65, 66, ' 51, 50, 48, 47, 46, 45, 44, 43, 42, 41, 40, 39, 38, 37, 35 except 2=276(LC 19), 36=254(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 15-16=-88/253, 16-17=-99/284, 17-18=-91/258, 18-19=-91/260, 19-20=-99/286, 20-21=-88/255 -NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; save=2ft; Cat, 11; Exp C; enclosed; MWFRS (directional) and C -C Comer(3) -2-M to 1-M, Exterior(2) 1-0-0 to 22.6-0, Comer(3) 22-6-0 to 25-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 53, 54, 55, 56, 57, 58, 59, 60, 61, 62, 63, 64, 65, 50, 48, 47, 46, 45, 44, 43, 42, 41, 40, 39, 38, 37, 36. • r October 5,2016 A WARNING - Verify design parameter and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE M167473 rev. 10/032015 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 balding designer must verify the oppricobility 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 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 ANSI{RI7 Quality Criteria, OSB -89 and SCSI Building Component 250 Klug Cirde Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Corona, CA92880 J b - i Truss Truss Type Qty Ply ` ' three bedroon res 1 k, f 3x6 = a K2482923 160662 r, • A2 Common 7 1 , SPACING- 2-0-0 u „DEFL. in (Ioc), Well 'Ud PLATES GRIP (Roof Snow=2 0 Job Reference (optional) ,eons ruuwm, „suun,y - - - • i om iv s mpr zu zv,o ivii I ex Inuusines, mc. 1 ue uct to i v i z:Iu zuio rage i ID:OoLxOT8pftQclvS??axwtEzmUds-83mQxHTznXgzM4EhQDY8ghOjs_ggelSWgnpA8YyS6j3 t 7-6-015-0-0 18-11-12 1'22-6-0 30-0-0. 37-6-0 45-0-0 47-0-0 7-6-0 ' 7 60 3-11-12 3 6 4 7-6-0, 1 7-6-0 7-6-0 2-0-0 r • - . ,Scale = 1:76.5 - 9x14 M18SHS ll-, • 5.00 12 2x4 II i • r .5x8 %. r' 4 22 , •23 +16x12 J • , 1� 21 ..�. �- 24 - , ,r 3 �, 6 2x4 \\ 2 i 25 8 'r 13 .-.1' .26. .. A' •.tl 28 29 111, .30• 4'. 31 10 '. o 10 .,i.f i'27� , •,rr � _ .4x4. ' • _ t ' 6x12 = 5x8 = - r • ' 4x4 = 3x6' 3x6 = a • - 9-5-14 ' 18-11-12 • " 27-7-13 " �. '_ 36-3-15 r , 45-0-0 9514. 9514 881 7 r x`881 881 " Plate Offsets (XJY=[3:0-3-12.0-3-O1L[11:0-4-0.0-3-0) ' - LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. ` - „DEFL. in (Ioc), Well 'Ud PLATES GRIP (Roof Snow=2 0 Plate Grip DOL 1.15. TC 0.50 • Vert(LL) -0.14 12-13 >999 -; 240 7 MT20 220/195 ' ^ TCDL 1 ' 10.. 0 , 15 Lumber DOL 1. '' BC 0.44 .. Vert(CT) ,'-0.39 .13-16 >580 180 - M18SHS 220/195 BCLL ° 0.0 Rep Stress lncr YES , WB 0.61 Horz(CT) 0.01 .:8 • ' n/a •.. n/a BCDL 10.0 Code IBC20151TP12014 Matrix -AS _' a " Weight: 218 Ib FT = 20% LUMBER-', BRACING- TOP CHORD, 2X4 DF No. 1&Btr G )' c.`; ' ' 'TOP CHORD', . Structural wood sheathing directly applied. BOT CHORD 2X4 DF No.1 &Btr G " ll. BOT CHORD!, Rigid ceiling directly applied. , _WEBS 2X4 DF No.1&Btr G 1 - ry _ �. WEBS,- 1 Row at midpt 5-12 '• - ` REACTIONS. (Ib/size) 1=376/Mechanical, 12=2458/0-3-8, 8=886/0-3-8 ` f ?' . :; ^ Max Horz 1=-135(LC 12) 1 , • t r • !14)� - Max Uplift 1=-29(LC 14), 12=-155(LC 14), 8=-121(LC - , ;� «: " - 4• Max Grav 1=450(LC 19), 12=2495(LC 24), 8=965(LC 20)' FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-551/85, 2-3=-319/219, 3-4=0/1000, 4-5=0/1017, 5-6=-484/171, 6-7=-1385/159, - 7-8=-1533/121 - " BOT CHORD 1-13=-33/473, 12-13=-539/139, 11-12=-323/185, 10-11=0/637, 8-10=-29/1354 ' WEBS 2-13=483/167, 3-13=-41/819, 5-12=-1686/140, 5-11=-87/1120, 6-11=-841/193, 6-10=-46/830, 7-10=-424/143, 4-12=-338/76, 3-12=432/152 NOTES- - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat.. ' Il; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-0-0 to.3-0-0, Interior(1) 3-0-0 to 22-6-0, Exterior(2) 22-6-0 to 25-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and force_ s & MWFRS for reactions " shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19_.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs - non -concurrent with other live loads. ' 5) All plates are MT20 plates unless otherwise indicated. - 6) This truss has been designed for a 10.0 psf bottom chord live loadrnonconcurrent with any other live loads. t E$$IO Nq�� 7) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom BCDL = 10.Opsf. QUO ZHAp tic chord and any other members, with • ��� y,M 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to girder(s) for truss to truss connections: C 70068 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except (jt=lb) .r �0 12=155, 8=121. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and ''/2" gypsum EXP. 9-30-2018 sheetrock be applied directly to the bottom chord. .. , �. • - r �' ', ' : , - 1ST ��Q. • - � ' r •' _ - LSF •' , October 19,2016 A WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-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 ' 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 rPl1 Quality Criteria, DSB-89 and BCSI Building Component - 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 J 1= Job Truss Truss Type aty Plythree bedroon res I/defl L/d PLATES GRIP TCLL 20.0 K2414709 160662 A3 Common 1 1 ' MT20 220/195 (Roof Snow=20.0) Lumber DOL 1.15 Job Reference o tional meeKS lumber, reading t5.U1US Apr zu zulb MI I eK Industries, Inc. vvea Sep Its lu:b4:33 Zu18 rage 1 ID:OoLxOT8pftodvS??axwtEzmUds-1 S74ylOcHirylnml uwl TSVAiL8mebtPoDUMLl fyZ7D4 7b-0 15-0-0 2280 30-0.0 37-6-0 45.0-0 47:2 ` 761 780 7-6-0 : 7-6-0 780 7-6-0 2-0-0 r Scale = 1:78.7 9x14 M18SHS 11 S.00 12 4 1S • 14 -" 3x1U = 2x4 II s 4x4 = 13 12 11 ` 3x6 = - .'3x6 = -" lU 5x8 = Ii a 2x4 II 3x6 =, 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 0.58 Vert(LL) -0.07 15-18 >999 240 MT20 220/195 (Roof Snow=20.0) Lumber DOL 1.15 BC 0.34 Vert(CT) -0.23 15-18 >999 180 M18SHS 220/195 D 10.0 0.0 BCLL BCL Rep Stress Incr YES WB 0.77 Horz(CT) 0.03 7 n/a n/a ,, a Code IBC2015rrP12014 Matrix -AS Weight: 214 Ib FT = 20% LUMBER- BRACING - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=o'.Opsf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat. TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 DF No. 1&Bir G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 DF No.1&Bir G WEBS 1 Row at midpt 4-12, 5-12, 3-12 REACTIONS. All bearings 0-3-8 except Ot=length) 1=Mechanical, 12=5-3-8. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs (lb) - Max Horz 1=-135(LC 12) 5) All plates are MT20 plates unless otherwise indicated. Max Uplift All uplift 100 Ib or less at joints) 1 except 12=-200(LC 14), 7=-117(LC 14) 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Max Grav All reactions 250 Ib or less at joint(s) 11 except 1=564(LC 19), 12=2441(LC 1), 7=797(LC 20) FORCES. (lb) -.Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. e�C Q tc TOP CHORD 1-2=-868/90, 2-3=-68/424, 3-4=0/1058, 4-5=0/916, 5-6=-349/184, 6-7=-1128/95 10) Provide truss to bearing withstanding 100 Ib 1 BOT CHORD 1-15=0/757, 14-15=0/757, 12-14=-353/129, 9-10=-3/978, 7-9=-3/978 Q S6332 m m WEBS 4 -12= -1124/113,5-12=-1094/149,5-10=0/526,6-10=-823/100,6-9=0/317, 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and Y:" gypsum A 3-12=-1047/137,3-14=0/537,2-14=-865/129,2-15=0/324 EXP. 6/3012018 * I NOTES- ` 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=o'.Opsf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 22-6-0, Extedor(2) 22-6-0 to 25-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & IGIWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide QRQF ESS/off will fit between the bottom chord and any other members, with BCDL = IO.Opsf.F:RI(Z 8) A plate rating reduction of 20% has been applied for the green lumber members. e�C Q tc 9) Refer to girder(s) for truss to truss connections. �� 10) Provide truss to bearing withstanding 100 Ib 1 C � Z mechanical connection (by others) of plate capable of uplift at joint(s) except Qt=lb) Q S6332 m m 12=200, 7=117. LU M 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and Y:" gypsum A sheetrock be applied directly to the bottom chord. " , EXP. 6/3012018 * I October 5,2016 , ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 11,111-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekg 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 iT®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(TPI1 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty 7job e bedroon res 160662 A4 Common 3 K2414710 Reference (optional meeks lumber, rodding 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Sep 28 10:54:34 2016 Page 1 I D:OoLxOTBpftQdvS77axwtEzmU d s-Vfh S950 E20zpwxLDSeYi7))uGY6LKLzyR85uZ6yZ7D3 7.6-0 30-0.0 7-0-0 6 76-6-0 I 45-0.0 47-0-03 7-0 7-6-0 7 7--0 2-0-0 Scale = 1:76.5 9x14 M18SHS II 500 12 4 o is 3x6 = 2x4II 5x8 = 3.10 = 5x8 = 2x4 II .3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 20.0 (Roof Snow=2 Plate Grip DOL 1.15 TC 0.57 Vert(LL) -0.11 11-12 >999 240 10)0.0 TCDL 1 Lumber DOL 1.15 BC 0.38 Vert(CT) -0.33 11-12 >861 180 BCLL 00 Rep Stress Incr YES WB 0.75 Horz(CT) 0.03 7 n/a n/a BCDL 10.0 Code IBC2015ITP12014 Matrix -AS , LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD BOT CHORD 2X4 DF No.1 &Btr G ' BOT CHORD WEBS 2X4 DF No. 1&Btr G WEBS REACTIONS. (Ib/size) 1=620/Mechanical, 11=2523/0-3-8,7=577/0-3-8, Max Harz 1=-135(LC 12) Max Uplift 1=-48(LC 14), 11=-152(LC 14), 7=-105(LC 14) Max Grav 1=704(LC 19), 11=2523(LC 1), 7=663(LC 20) FORCES. ((b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. „ TOP CHORD 1-2=-1222/129, 2-3=-047/103, 3-4=0/886, 4-5=0/1078, 5.6=-0/490, 6-7=-787/61 BOT CHORD 1-13=-25/1084, 12-13=-25/1084, 11-12=-65/325, 10-11=-421/137, 9-10=0/664, 7-9=0/664 WEBS 4-11=-1127/111,5-11=-989/147, 5-10=0/493,6-10=-032/97,6-9=0/327,3-11=-1166/137, 3-12=0/584, 2-12=$42/135, 2-13=0/301 PLATES GRIP , MT20 220/195 M18SHS 220/195 Weight: 214 Ib FT = 20% Structural wood sheathing directly applied. Rigid ceiling directly applied. 1 Row at midpt 4-11, 5-11, 3-11 NOTES - 1) Wind: ASCE 7-10; VuR=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 8=456, L=24ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-M to 3-0-0, Interior(1) 3-M to 22-", Exterior(2) 22-6-0 to 25-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except Qt=1b) 11=152.7=105. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. ` r ti o S:6332 �rn P. 6/30/2018 October 5,2016 A WARNING - Vedly design peremeters and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE M11-7473 rev, 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based any upon parameters shown, and is for an individual building component, not �• a truss system. Before use, the building designer must verity the oppricobility, 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 WOW 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(IPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Corona, CA 92880 Job Truss' Type 9-0-0 9-0.0 6 -i -B 2-10-8 9-0-0 three bedroon res , Pate Offsets (X.Y)- 13:0-5-8.Edgel15:0-5-8.Edgej ]Truss FlyPly SPACING- 2-0-0 CSI. 160662 A5 Common SWctural Gable 1 Plate Grip DOL 1.15 TC 0.56 Vert(LL) -0.20 9-10 >999 240 MT20 220/195 Jo Refere ce o tlonal meexs'umuer, reacting 6.UlU S Apr ZU ZUIb MI I eK Industries, Inc. Wed Sep ZB IU:S4:3b 2016 Pagel r ID:OoLxOT8pftOdvS??axwtEzmUds-S1oDanOUadDX9FVcZ3aA48oEoMmOoD3EvSa?eyZ7D1 7 6-0 7.6-0 5-0-00 22-6-0 766-0-0 I 45.0.0 7-0-0-0 3 2-0-017 7-" 76-0 7 Scale = 1:76.5 9x14 Ml8SHS I I 5.00 12 ' 4 3x6 = 9x9 13 26 27 ' 12 28 11 8x8 _ 4x4 = 8x8 = Ii 3x6 = 9-0-0 18-0-0 I 24-1_827-0-0 I' 36-0-0 45-0.0 9-0-0 9-0.0 6 -i -B 2-10-8 9-0-0 Pate Offsets (X.Y)- 13:0-5-8.Edgel15:0-5-8.Edgej LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP (Roof Snow=) Plate Grip DOL 1.15 TC 0.56 Vert(LL) -0.20 9-10 >999 240 MT20 220/195 10 TCLL 10.0 Lumber DOL' 1.15 BC 0.49 Vert(CT) -0.47 9-10 >539 180 M18SHS 220/195 BCDL 0.0 ' Rep Stress Incr YES WB 0.84 Horz(CT) 0.02 7 n/a n/a • BCDL 10.0 Code IBC2015rrP12014 Matrix -AS Weight: 208 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 DF No. 1&Bir G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 DF No.1&Btr G WEBS 1 Row at midpt 4-12 REACTIONS. All bearings 24-1-8 except (jt=length) 7=0-3-8, 11=0-3-8. (lb) - Max Horz 1=-135(LC 41) • . Max Uplift All uplift 100 Ib or less at joint(s) except 1=-299(LC 44), 12=-514(LC 45),13=-620(LC 44), 7=-618(LC 45) Max Gray All reactions 250 Ib or less at joint(s) 11, 1 except 1=431(LC 29), 12=2346(LC 60), 13=863(LC 29), 7=1280(LC 30) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. ' TOP CHORD 1-2=-693/698,2-3=-259/449,3-4=-541/1178,4-5=-774/518, 5-6=-1991/941, 6-7=-2450/1326 BOT CHORD 1-13=-700/710, 12-13=-1106/863, 11-12=455/492, 10-11=-277/314, 9-10=-611/1197, r 7-9=-1140/2174 WEBS 4-10=-86/976, 5-10=-857/185, 5-9=-32/815, 6-9=-027/149, 4-12=-1642/218, 3-12=-776/500 3-13=-801/1096 2-13=-452/160 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat. Il; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-" to 3-M, Interior(1) 3-M to 22-", Exterior(2) 22-6-0 to 25-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) 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 299 Ib uplift at joint 1, 514 Ib uplift at joint 12, 620 Ib uplift at joint 13, 618 Ib uplift at joint 7 and 299 Ib uplift at joint 1. 10) 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 45-0-0, 0-0-0 to 45-0-0 for 27.8 plf. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2n gypsum sheetrock be applied directly to the bottom chord. 1 October 5,2016 ® WARNING - Verify design Parameters end READ NOTES ON THIS AND INCLUDED MFTEK REFERENCE PAGE 11111-7073 rev. /0/03/20/5 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 �• o truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mirek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ' fabrication. storage, delivery. erection and bracing of trusses and truss systems, see ANSIITP11 Gluality Criteria, DSB-8P and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona. CA 92880 1 .. I Job Truss Truss Type City Ply three bedroon res I_ 5-114 15-0-0 25-5.10 35-2-13 - 45-0-0 5-114 9-0-12 10-5-10 9-9-3 9-9-3 ' Plate Offsets (X.Y)— 14:0-5-1Z E4ge1. f8:0-10-0.0-0-101 K2414712 160662 A6 Common 1 1 PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.63 Vert(LL) -0.36 11-12 >999 240 Job Reference foot n I meena rumunr, rssaomg a.ulu s Apr zv LUIa MI I ex industries, Inc. Wea sep 28 1v:b4:3f Lulo Page 1 I D:OoLxOT8pftgclvS??axwtEzm Uds-wEMbn7R6 LxM N n P4o7m 5 PdLLOTIOaXiIO86 KZARyZ7 DO -2-0-0 , 7-6-0 15-0-0 I 22-6-0 30.0-0 37-6-0 " I 45-0-0 147 2-0-0 7-0-0 7-6-0 7-6-0 7-6 0 7-6-0 2-0-0 ` Scale = 1:78.6 5.00 12 5x8 = 5 Iq °GFCAU' October 5,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 11111-7473 rev. 10/03/2015 BEFORE USE. ■■ Design valid for use only with MiTekD 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 bucking of individual thus web and/or chord members only. Additional temporary and permanent bracing Mirek" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI(1PI1 Quality Criteda, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 40 // 6x12 -• - 6x12 = 4x4 = 3x10 = 3x6 = I_ 5-114 15-0-0 25-5.10 35-2-13 - 45-0-0 5-114 9-0-12 10-5-10 9-9-3 9-9-3 ' Plate Offsets (X.Y)— 14:0-5-1Z E4ge1. f8:0-10-0.0-0-101 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 'CSI. DEFL. in (loc) Udefl Ud PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.63 Vert(LL) -0.36 11-12 >999 240 MT20 220/195 10)0.0 ' TCDL 1 Lumber DOL 1.15 BC 0.79 Vert(CT) -0.87 11-12 >539 180 M18SHS 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(CT) 0.10 8 n/a n/a BCDL 10.0 Code IBC2015rTP12014 Matrix -AS Weight: 212 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 DF No.1&Btr G WEBS I 1 Row at midpt 5-12 REACTIONS. (Ib/size) 2=-12210-3-8,13=2348/0-4-15,8=1615/0-M Max Harz 2=-133(LC 12) Max Uplift 2=-257(LC 4), 13=-131(LC 14), 8=-168(LC 14) I Max Grav 2=4(LC 18), 13=2348(LC 1), 8=1634(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-106/1298, 3-4=-1675/201, 4-5=-1721/303, 5-0=-2014/277,6-7=-2965/280, 7.8=-3225/281 BOT CHORD 2-13=-1120/168.11-12=0/1466, 10-11=-88/2229.8-10=-176/2915 WEBS 3-13=-2423/276,3-12=-43/1627. 4-12=-585/184,5-11=-22/1082,6-11=-901/181, 6-10=-2/713,7-10=437/144 NOTES - 1) Wind: ASCE 7-10; Vuit=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-M to 1-0-0, Interior(1) 1-M to 22-6-0, Exterior(2) 22-" to 25.6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. " This has SOF ESS/0 N9 7) truss been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Qe (FZ will fit between the bottom chord and any other members, with BCDL = 10.Opsf. tt� ��RRIQ 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) truss to bearing 257 of plate capable of withstanding Ib uplift at joint 2, 131 Ib uplift at joint 13 and 168 Ib uplift at joint 8. Q. S 6332 m r^ This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and M." gypsum LL110) � sheetrock be applied directly to the bottom chord. P. 6/30/2018 °GFCAU' October 5,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 11111-7473 rev. 10/03/2015 BEFORE USE. ■■ Design valid for use only with MiTekD 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 bucking of individual thus web and/or chord members only. Additional temporary and permanent bracing Mirek" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI(1PI1 Quality Criteda, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply three bedroon res SPACING -2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP (Roof Snow=20.0) • K2414713 160662 AT Common 3 1 BC 0.72 Vert(CT) -0.99 13-14 >483 180 BCLL 0.0 Rep Stress Incr YES WB 0.77 Job Reference tonal Qi C6 d, a.ulu B Apr Zu dU10 MI I OK Industries, Inc. uvea Sep z8 iu:b4:36 2u16 rage 1 ID:OoLxOT8pftQclvS??axwtEzmUds-00wz?TRk6FUEPZf hUde9Ztcu9NsG9hXMm36ityZ7D? 7-6-0 13-0-0 19-0-0 22-6-0 26-0-0 31-0-0 ,I 38-6.0 45-0.0 47-0-0 2-0-0 7-6-0 5.8-0 6-0-0 3.6-0 3-6-0 5-0-0 7-6-0 6-6-0 2-0-0 Scale= 1:78.6 3x6 = ' 5.00 12 40 6 27 ' •• to l� 14 -- 12 4x8 6x8 = 4x4 = 4x4 = 8x6 2x4 II 3x10 3x6 = = 2 DING (ps20 TOL 0 SPACING -2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.40 Vert(LL) -0.45 13-14 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.72 Vert(CT) -0.99 13-14 >483 180 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.14 10. n/a n/a BCDL 10.0 Code IBC20151TPI2014 Matrix -AS Weight: 238 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 DF No.1 &Btr G 'Except' BOT CHORD Rigid ceiling directly applied. 13-16: 2x6 DF SS WEBS 1 Row at midpt . 5-7 WEBS 2X4 DF No. 1&Btr G REACTIONS. (Ib/size) 2=277/0-3-8,17=1850/0-3-8, 10=1713/0-3-8 Max Harz 2=-133(LC 12) " Max Uplift 2-98(1_C 14), 17=-97(LC 14), 10=-174(LC 14) Max Grav 2=451(LC 20), 17=2170(LC 19), 10=1762(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-696/1040, 3-4=-2079/245, 4-5=-2150/290, 5-6=-319/105, 6-7=-297/101, 7-8=-2237/282, 8-9=-3011/285, 9-10=-3645/291 BOT CHORD 2-17=-883/606, 16-17=-74/1375, 15-16=-52/1847, 14-15=-25/1969,13-14=-1 07/2623, 12-13=-195/3310,10-12=-195/3310 WEBS 3-17=-2488/261, 3-16=0/1082,4-16=433/90,8-14=-985/124,8-13=01541, 9-13=-6801100.5-15=0/476,7-14=-3/608,5-7=-1731/227 NOTES- L 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 8=45ft; L=24ft; eave=6ft; Cat. It: Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-M to 1-0-0, Interior(1) 1-M to 22-6-0, Exterior(2) 22.6-0 to 25-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. ti 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M 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 98 Ib uplift at joint 2, 97 Ib uplift at joint 17 and 174 Ib uplift at joint 10. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. October 5,2016 A WARNING - VeAfy design peremefem and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with M1ekO 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 overotl building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fobrica8on. storage, delivery, erection and bracing of trusses and truss systems, see ANSIMI Quality Crlledo, OSB -89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Corona, CA 92880 1 Job ITruss Truss Type Qty.. Ply three bedroon res TOP CHORD 2-3=-23/604,3-4=-1524/201,4-5=-1971/269,5-6=-390/106, 6-7=-401/103, TCLL 20.0 SPACING. 2-0-0 CSL DEFL. K2414714 160662 A8 Common 1 1 .' , -0.23 13-14 >999, 240 MT20 220/195 ' Lumber DOL • 1.15 Jo fe Rea ai (optional) o.v iu s /spr zv zu io Mi r eK inuusmes, inc. vveo aep zo _i u:a9:3e zu is rage 1 ' ID:OoLxOT8pftQclvS??axwtEzmUds-scULCpSN,Yc5OiEBEB8UmQnNZlq?bLhbOpfEJyZ7D_ -2-0-0 65.12 12 9:2-0j 260 I6-0-0-0 32-00.0 7660 i 45-0-0 -0-0 -0 -0-0 -0-02 2 4 611 37 Scale = 1:80.4 5x8 = 5.00 fT2 - 4x4 6 25 r 1 4x4 5 2< 7 1/ 1b • _ 1a 4x8 = 4x8 = 14 4x4 = 13 12 4x6 = , 2.5x5 II 4x12 = 4x4 _ 4x4 12x16 M18SHS = 5x8 = ' 2x4 II 1202 = • - T- 4x8 = 4x4 = 19_" LOADING (psf) Max Grav 2=224(LC 1), 17=2052(LC 19), 10=1674(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-23/604,3-4=-1524/201,4-5=-1971/269,5-6=-390/106, 6-7=-401/103, TCLL 20.0 SPACING. 2-0-0 CSL DEFL. in (lac) Udefl ' L/d PLATES GRIP Snow=2 0) * Plate Grip DOL 1.15 TC 0.41 Vart(LL) -0.23 13-14 >999, 240 MT20 220/195 TCDL100 Lumber DOL • 1.15 BC 0.61 yt - Vert(CT) -0.56 13-14 .>818 180 M18SHS 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(CT) 0.08 10 n/a n/a 4) This truss has been designed for greater or min roof live load of 19.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs BCDL 10.0 Code IBC2015rrP12014 Matrix -AS 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for 10.0 bottom chord �QQ Nye Weight: 296 Ib FT = 20% LUMBER- 61 BRACING - 2 . 8) A plate rating reduction of 20% has been applied for the green lumber members. w S 6332 n TOP CHORD 2X4 DF No. 1&Btr G 0 cc TOP CHORD Structural wood sheathing directly applied. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and M." gypsum • BOT CHORD 2X6 DF No.1 G sheetrock be applied directly to the bottom chord. BOT CHORD Rigid ceiling directly applied. FOFCAk_.\ � WEBS 2X4 OF No. 1&Btr G JOINTS •1 1 Brace at Jl(s): 18 • REACTIONS. (Ib/size) 2=224/0-3-8.17=1982/04-15,10--1635/0-3-8 , Max Harz 2=133(LC 13) ' Max Uplift 2=91(1_C 14), 17=-110(LC 14), 10=-169(LC 14) Max Grav 2=224(LC 1), 17=2052(LC 19), 10=1674(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-23/604,3-4=-1524/201,4-5=-1971/269,5-6=-390/106, 6-7=-401/103, 7-8=-2001/259,8-9=-2815/276, 9-10=-3422/274 BOT CHORD 2-17=-492/99, 16-17=-492/99, 15-16=-25/1356, 14-15=-7/1768, 13-14=-99/2532, 12-13=-168/3096,10-12=-168/3096 WEBS 3-17=-1835/206, 8-13=0/595, 9-13=-656/80, 9-12=0/298, 5-15=0/472, 7-14=0/464, 5-18=-1500/210,7-18=-1500/210, 8-14=-1017/120,4-16=-849/126,4-15=0/649, ' 3-16=-96/1879 NOTES - 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat. ` II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-0-0 to 1-0-10, Interior(1) 1-0-10 to 22-6-0, Exterior(2) 22.6-0 to 25-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater or min roof live load of 19.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. �pFESS/p 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for 10.0 bottom chord �QQ Nye a psf live load nonconcurrent with any other live loads.. 7) • ��RRIQ Fy 10 This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 61 will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 2 . 8) A plate rating reduction of 20% has been applied for the green lumber members. w S 6332 n 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 91 Ib uplift at joint 2, 110 Ib uplift at joint 0 cc 17 and 169 Ib uplift at joint 10. P. 6/30/2018 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and M." gypsum k sheetrock be applied directly to the bottom chord. P� FOFCAk_.\ � October 5,2016 AWARNING - Vedry design pammetars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with M1ek® connectors. This design is based any upon parameters shown,and is for an individual building component, not ' �- a tons 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 WOW r Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage. delivery. erection and bracing of trusses and buss systems, see ANSI/1PI1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 V Job Truss Truss Type Qty CID O bedroon res S, 6332 � LLI-T TCLL 20.0 JlPlythree K2414715 160662 A9 Common 2 1 GRIP " - Plate Grip DOL 1.15 TC 0.41 Job Reference (aptionall" matins annum, reemng - a.Vly s Apr zu zula MI I eK InausineS, Inc. vveo Sep za tu:b4:4u zula rage 1 ID:OoLxOT8pftQcivS??axwtEzmUds-Kp2kQ9T?eskyesoNouf6F_zyAz5Ak2Qgg4YDmmyZ7Cz -2-0-07-1-12 12.6-0 19-0-0 22-6-0 26-0-0 32-0-0 37-6-0 45-0.0 47-0-0 2-0-0 7-1-12 i 54.4 6-0.0 3-6.0 6-0-0 5.6-0 7-6-0 2-0-0 ` Scale = 1:80.4 5x8 = 5.00 12 4x4 i t 6 25 �1 17 .. 16 15 4x8 = 4x8 = 14 4x4 = 13 12 4x6 = 2,5x5 I I 4x12 = 4x4 = 4x4 = ' 12x16 M18SHS = - 5x82x4 II 4x8 = -12x12 = - - 4x8 — 4x4 = r j - - 12-" ,14.2-3, 19-M 22.6-0 , 26-0-0 32-0.0 37-&0 45-0.0 ' LOADING (psf) 1 �ERRIt CID O S, 6332 � LLI-T TCLL 20.0 rn SPACING- 2-0-0 CSI. - DEFL. in (loc) Vdefl L/d PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.41 Vert(LL) 1-0.23 13-14 >999 240 MT20 220/195 10) TCDL 10.0 Lumber DOL 1.15 BC 0.61 Vert(CT) -0.57 13-14 >803 180 M18SHS 220/195 BCLL 0.0 Rep Stress Incr- YES WB 0.82 Horz(CT) 0.08 10 We n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -AS Weight: 296 Ib FT = 20% LUMBER- r BRACING - TOP CHORD 2X4 OF No.1&Blr G TOP CHORD Structural wood sheathing directly applied. 1 BOT CHORD 2X6 OF No.1 G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 OF No. 1&Blf G JOINTS 1 Brace at Jt(s): 18 REACTIONS. (Ib/size) 2=267/0-3-8.17=1965/0-4-15, 10=1608/0-3-8 Max Horz 2=133(LC 13) Max Uplift 2=-93(LC 14), 17=-109(LC 14), 10=-168(LC 14) Max Grav 2=267(LC 1), 17=2042(LC 19), 10=1654(LC 20) - 1 ' FORCES. (lb) -Max. Comp./Max, Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-56/577, 3-4=-1323/191,4-5=-1886/263,5-6=-380/104, 6-7=-393/101, 7-8=-1938/253,8-9=-2764/272,9-10=-3369/270 BOT CHORD 2-17=-463/101,16-17=A63/101, 15-16=-14/1176, 14-15=-2/1710, 13-14=-94/2485, 12-13=164/3047,10=12=-164/3047 WEBS 3-17=-1804/202,8-13=0/608,9-13=-654/80,9-12=0/297, 5-15=0/442,7-14=0/435, 5 -18= -1434/207,7 -18=-1434/207,8-14=1031/121,4-16=-937/123,4-15=0(747, 3-16=-87,'1708 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2)'-2-M to 1-0-10, Interior(1) 1-0-10 to 22-6-0, Exterior(2) 22-6-0 to 25.6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. r ' 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) 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 93 Ib uplift at joint 2, 109 Ib uplift at joint 17 and 168 Ib uplift at joint 10. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. 1 �ERRIt CID O NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2)'-2-M to 1-0-10, Interior(1) 1-0-10 to 22-6-0, Exterior(2) 22-6-0 to 25.6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. r ' 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) 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 93 Ib uplift at joint 2, 109 Ib uplift at joint 17 and 168 Ib uplift at joint 10. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. 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 wilh MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not - �• o truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord memkers only. Additional temporary and permanent bracing h WOW ` always required for stability end 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 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Corona, CA 92880 QROF ESS/o �ERRIt CID O S, 6332 � LLI-T rn -EXP. 6/30/2018 �P FOFCA kF October 5,2016 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 wilh MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not - �• o truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord memkers only. Additional temporary and permanent bracing h WOW ` always required for stability end 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 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Corona, CA 92880 Job Truss Truss Type Qty Ply three bedroon res 712 9-10-13 9-10-13 9-10-13 8.1-12 Plate Offsets (X Y)- 14:0-5-12 Edgel. 16:0-5-12.Edgel, 111.0-4-0 Edoel 112.0-4-O.Edge) K2414716 160662 A10 Common 2 1 TCLL 20.0 Plate Grip DOL 1.15 TC 0.57 Vert(LL) -0.20 11-12 >999 240 MT20 220/195 Job Referen o Io al meeKS lumoer, reading B.u1U s Apr Zu Zulu MI I eK Industries, Inc. Wed Sep Z6 1U:b4:Z1 2016 Page 1 ID:OoLxOTBpftQclvS??axwtEzmUds-DlmphiJris5oasJOCgw3DEwiyjfFBDQwgYv1 pOyZ7DA -211 , 7-0-0 15-0-0 22$0 30.0-0 37-6-0 45.0-0 47-0-0 2-0-0 7-6-0 7-6-0 7-6-0 7-6-0 7-&0 7-6-0 2-0-0 1 Scale = 1:78.6 m et d 5.00 12 5x8 = 5 Ii 4x4 = 6x8 = 6x8 = - 4x4 = 3x6 = 3x6 = r s a 7-1-12-1- - ( 17-0-9 26-11-7 36-104 45-0-0 712 9-10-13 9-10-13 9-10-13 8.1-12 Plate Offsets (X Y)- 14:0-5-12 Edgel. 16:0-5-12.Edgel, 111.0-4-0 Edoel 112.0-4-O.Edge) LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.57 Vert(LL) -0.20 11-12 >999 240 MT20 220/195 (Roof Snow=2 Lumber DOL 1.15 BC 0.60 Vert(CT) -0.45 11-12 >795 180 10)0.0 • TCDL 1 Rep Stress Incr YES WS 0.55 Horz(CT) 0.05• 10 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2015/TPI2014 Matrix -AS Weight: 213 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Bir G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 DF No. 1&Btr G WEBS 1 Row at midpt 4-13, 5-11, 6-10 REACTIONS. All bearings 0-3-8. (lb) - Max Harz 2=133(LC 13) Max Uplift All uplift 100 Ib or less at joint(s) 2, 13, 10, 8 Max Gray All reactions 250 Ib or less at joint(s) except 2=356(LC 19), 13=1557(LC 3), 10=1654(LC 4), 8=367(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-1359/232, 5-6=-1248/226, 6-7=0/259 BOT CHORD 12-13=0/1163, 11-12=0/970, 10-11=0/1007 WEBS 3-13=-495/172,4-13=-1492/85, 5-12=-22/448,5-11=-4/307, 6-11=-27/291, 6-10=-1568/116,7-10=•444/150 NOTES - 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat. - II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-0-0 to 1-0-0, Interior(1) 1-0-0 to 22-", Exterior(2) 22-6-0 to 25-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide Q�OF ESS/off 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. q� Q� F2 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 13, 10, 8, ��RRIQ 9) This truss design requires that a minimum of 7/16" wood be directly to the top 1/2" Z structural sheathing applied chord and gypsum sheetrock be applied directly to the bottom chord. S 6332 -EXP. 6/3012018 October 5,2016 ® WARNING - Verlry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. R Design valid for use only with MTekS connectors. This design is based only upon parameters shown, and is for an individual building component, not p• o tans system. Before use. the building designer must verify the opp8cabilly of design parameters and properly incorporate this design into the overall ■�Y` building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW 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(RI1 Quality Criteria, DSO -89 and BCSI BuBding Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply three bedroon res TCLL 20.0 SPACING- 2-0-0 K2414717 160662 A11 MODIFIED QUEENPOST 1 1 Plate Grip DOL ' TC 0.25 Vert(LL) -0.11 30-31 >999 240 MT20 Job Reference o Ion 1 muuxi rumour, reuoing a.ulu s Apr Lu Lula MI I eK Inausunes, mc. WBa Jep LC lu:a4:.71 Lula vage 1 ID:OoLxOT8pftQclvS??axwtEzmUds-54?KX4MLm5bE3UCemV??N45S1 L3w7ldVIAtEynyZ7D6 20-10-3 22.6-01 2 .6 39-7-13 47-0-0- 3,100-0 0 103 4-822-M 20-10-3 1-7-13 4.8 43 2-0-0 • Scale = 1:80.3 • - 5x8 = 5.00 112 17 18 19 42 41 40 39 38 1 37 36 35 34 33 32 30 -" 5x12 MT20H5 8x8 = .4x4 = c 5x8 = 4x4 = 4x6 = = ,. 6x12 \\ d 7-M r Bi LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.11 30-31 >999 240 MT20 220/195 10) TCLL 10.0 Lumber DOL 1.15 BC 0.42 Vert(CT) -0.3430-31 >999 180 MT20HS 165/146 BCDL 0.0 Rep Stress Incr YES WB 0.53 Horz(CT) -0.12 38 n/a . n/a BCDL 10.0 Code IBC2015rrP12014 Matrix -AS Weight: 325 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 OF No.1&Btr G JOINTS ` 1 Brace at Jt(s): 43, 46, 48, 52 REACTIONS. All bearings 8-6-0 except (jt=length) 2=0-3-8, 27=0-3$. (lb) - Max Horz 27=134(LC 13) Max Uplift All uplift 100 Ib or less at joint(s) 32, 34, 35, 36, 38 except 2=-293(LC 44), 33=-234(LC 5), 37=-282(LC 57), 27=-407(LC 45) Max Grav All reactions 250 Ib or less at joint(s) 34, 35, 36, 37 except 2=589(LC 27), 32=1379(LC 1), 38=703(LC 1),27=1403(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 19-20=264/209, 20-21=-292/233, 21-22=-314/257, 22-23=-361/288, 23-24=-418/322, 24-25=-1858/535, 25-26=-2549/641, 26-27=-2853/808, 2-3=-772/577, 3-4=-742/557, 45=-690/532, 5.6=-636/514, 6-7=-585/459, 7-8=-570/358, 8-9=-484/331, 9 -10= -442/288,10 -11=-395/263,11-12=-356/240,12-13=-297/204,13-14=-299/200, 14-15=-275/166 BOT CHORD 242=-588(787, 4142=-546!752, 4041=-510/715, 3940=466/678, 38-39=-034/643, 37 -38= -396/605,36 -37=-357/562,35-36=-319/528,34-35=-276/489,33-34=-242/451, 32-33=-203/412, 31.32=-227/2043, 30-31=-196/2044, 29-30=-445/2088, 27-29=-067/2618 WEBS 32-50=-2084/304, 49-50=-2053/294, 48-49=-2040/289, 47.48=-2037/274, 4447=-2064/234, 43-44=-2067/211, 43-05=-20761218, 4546=-2024/208, 46 -51= -1647/187,51 -52=-1579/174,52-53=-1551/167,24-53=-1571/173,26-29=-304/100, 25-29=0;441, 25-30=-564/94, 24-30=-24/876, 30-06=-559/74, 31-46=0/335, " 13-32=-317/97,7-38=-367/68 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; save=6ft; Cat. 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-M to 1-0-0, Interior(1) 1-0-0 to 22-6-0, Exterior(2) 22-" to 25-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-M wide will fit between the bottom chord and any other members. 0 .' October 5,2016 0 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7477 rev. 10/032015 BEFORE USE. ■■■ Design valid for use only with MfTekO 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 verily the oppricobilty of design porometers and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual thus web and/or chord members only. Additional temporary and permanent bracing M ;Tek° 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 250 Klug Circle Safety Intdrmation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 I Job Truss Truss Type Qty Ply three bedroon res 1 • K2414717 160662 A11 MODIFIED OUEENPOST 1 Job Reference (optional) meeks lumber, rodding 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Sep 28 10:54:31 2016 Page 2 ID:OotxOT8pftOclvS??axwlEzmUds-547KX4MLm5bE3UcemV??N45S1 L3w7ldVIAtEynyZ7D6 NOTES - 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 32, 34, 35, 36, 38 except Qt=lb) 2=293, 33=234, 37=282 27=407. 11) This truss has been designed for a total drag load of 1300 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 45-M for 28.9 pit. 12) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %:" gypsum sheetrock be applied directly to the bottom chord. ' - - a I ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with M7ekCS connectors. This design is based only upon parameters shown, and is for an individual building component, not �• 1 o 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 ony. 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 ANSIITP11 Quality Criteria, DSO -89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 1 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with M7ekCS connectors. This design is based only upon parameters shown, and is for an individual building component, not �• 1 o 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 ony. 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 ANSIITP11 Quality Criteria, DSO -89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type 1 8-1-12 1. 14-9-0 214.4 three bedroon resK2414718 1 8-1-12 6-7.4 6-7.4 8-1-12 Plate Offsets fX.YI— f2:0-2-2.Edgel, (6:0-2-2.Edgel f9:0-4-0.0-3-01 71Q'y' LOADING (psf) TCLL 20.0 SPACING- 2-0-0. 160662 B1 Common1 ' (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.46 Vert(LL) -0.08 8-16 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.38 Job Reference (optional) ,,00na w„u rouuery o.UTU s Apr LV zulo MI I eK industries, Inc. vveo bep La iu:a4:41 2ulb rage T ID:OoLxOT8pftQclvS77axwtEzmUdso7c6dUUdPAspGONZMcALnBV68NVzTWE 2kimICyZ7Cy 2-0-0-0 I s 8.1-12 4-9-0 - 21-0-0 5-2 290 31.-0 8-1-12 674 14 46 2-0-0 Scale = 1:53.7 4x6 = 4 I$ ' 4x4 _ 2x4 I I 5x8 = 2x4 11 4x4 = 1 8-1-12 1. 14-9-0 214.4 29-M 1 8-1-12 6-7.4 6-7.4 8-1-12 Plate Offsets fX.YI— f2:0-2-2.Edgel, (6:0-2-2.Edgel f9:0-4-0.0-3-01 LOADING (psf) TCLL 20.0 SPACING- 2-0-0. CSL DEFL. in (loc) Vdefl Ud PLATES GRIP ' (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.46 Vert(LL) -0.08 8-16 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.38 Vert(CT) -0.30 8-16 >859 180 BCLL 0.0 Rep Stress Incr YES WB 0.65 • Horz(CT) 0.02 6 n/a n/a ' BCDL ' 10.0 Code IBC2015/TP12014 Matrix -AS Weight: 125 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G - TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 OF No.1 &Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 DF No.1 &Btr G + REACTIONS. (Ib/size) 2=301/0-3-8, 10=1380/0-3-8,6=919/0-3-8 , Max Harz 2=91(LC 13) Max Uplift 2=-100(LC 14), 10=-61(LC 14), 6=-127(LC 14) Max Grav 2=333(LC 19), 10=1380(LC 1), 6=946(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-0=-0/366, 3-4=-635/149, 4-5=-671/149, 5-6=-1478/150 BOT CHORD 2-10=-286/74, 9-10=-286/74, 8-9=-51/1300, 6-8=-51/1300 WEBS 3-10=-1185/177, 3-9=-24/906,5-9=-881/117, 5-8=0/321 NOTES- ., '1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-0-0 to 1-0-0, Interior(1) 1-0-0 to 14-9-0, Exterior(2) 14-9-0 to 17-9-0 ' zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions 'shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. I , 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs + , non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide R0F ESSit mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint 2, 61 Ib uplift at joint L 10 and 127 Ib uplift at joint 6. g`� �ERRIQ 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %:" gypsum sheetrock be applied directly to the bottom C1 C.) 0- chord. S6332 a M October 5,2016 A WARNING - Verfy design Peremetens and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11-7473.1 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 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 ANSI(TPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. - Corona, CA 92880 *r' Job Truss Truss Type QtyPly } 14-0-10 I 21-7-6 I three bedroon res 14-0-10 7-2-13 i 7-10-10 Pale Offsets (X.Y)— 120:0-4-0.0-3-01. 125:0-1-12.0-141 LOADING (psf) K2414719 160662 82 FINK 1 1 TC 0.21 Vert(LL) -0.07 19-36 >999 240 MT20 220/195 10)0.0 TCOL 1 Lumber DOL 1.15 BC 0.37 Job Reference o ti nal meeKs Idmoer, reading 6.010 S Apr 20 2016 MITek Industries, Inc. Wed Sep 28 10:54:43 2016 Page 1 ID:OoLxOTBpftQGvS'l9axwtEzmUds-INjs2AVtxn6XVKXyTI CpscbW WAAYxYDG W2niM4yZ7Cw -2-0-0 12-0-14 14-9-0 18-0-0 23-5-2 29-M 31.6-0 2-0-0 -- 12.8-14 2-2-2 3-0-0 55-2 6-0-14 F. 2-0-0 Scale = 1:53.7 4x4 = 13 14 iii --- 25 24 23 22 21 5x8 = 4x4 = 4x4 = V 4x4 } 14-0-10 I 21-7-6 I 29.6-0 14-0-10 7-2-13 i 7-10-10 Pale Offsets (X.Y)— 120:0-4-0.0-3-01. 125:0-1-12.0-141 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 (Roof Snow=2 Plate Grip DOL 1.15 TC 0.21 Vert(LL) -0.07 19-36 >999 240 MT20 220/195 10)0.0 TCOL 1 Lumber DOL 1.15 BC 0.37 Vert(CT) -0.25 19-36 >999 180 8) A plate rating reduction of 20% has been applied for the green lumber members. BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(CT) -0.06 2 n/a n/a BCDL 10.0 Code IBC20151TPI2014 Matrix -AS October 5,2016 Weight: 162 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 OF No.1&Btr G BOT CHORD , Rigid ceiling directly applied. WEBS 2X4 OF No.1&Btr G JOINTS 1 Brace at Jt(s): 26, 29, 32 REACTIONS. All bearings 6-9-8 except Ot=length) 17=0-3-8. r (lb) - Max Horz 17=91(LC 42) Max Uplift All uplift 100 Ib or less at joints) 21, 23, 24, 25 except 17=-394(LC 45), 22=-201(LC 5), 2=-355(LC 44) Max Grav All reactions 250 Ib or less at joint(s) 23, 24, 25 except 17=1138(LC 30), 21=1077(LC 1), 2=502(LC 27), 2=351 (LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOR CHORD 13-14=-274/161, 14-15=-392/242, 15-16=-1784/523, 16-17=-2150!777,2-3=-793/580, 3-4=-755/538, 4-5=-084/480, 5-6=-616/413, 6-7=-539/363, 7-8=-088/326, 8-9=-437/267, 9-10=-378/217,10-11=-321/168,11-12=-275/140 BOT CHORD 2-25=-543/754, 24-25=-503!720, 23-24=450/655, 22-23=-092/602, 21-22=-033/543, 20-21=-411/1515,19-20=-285/1249, 17-19=-628/1949 WEBS 21 -33=-1365/259,32-33=-1345/253,31-32=-1323/245,30-31=-1313/243, 29-30=-1270/213, 27-29=-1228/182, 26-27=-1202/164, 26-28=-1217/163, r 15 -28= -1208/163,16 -19=-349/115,20-29-271/128,15-19=-4/547,13 -20=-15/447, 7-21=-280/108 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-0-0 to 1-0-0, Interior(1) 1-0-0 to 14-9-0, Exterior(2) 14-9-0 to 18-0-5 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been for this design. �OQ�pFESS/o�9C considered 4) This truss has been designed for greater of min roof live load of 19.0 or 1.00 times flat roof load of 20.0 on overhangs �rGRRIQ F2 psf psf C 7� non -concurrent with other live loads.�? 5) All plates are 2x4 MT20 unless otherwise indicated. _ c5Q S6332 m rn 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LU A 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-" wide R 61 /2018 will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. p 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 21, 23, 24, 25 FOFCALft except Ot=1b) 17=394, 22=201, 2=355, 2=355. 10) This truss has been designed for a total drag load of 1300 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 29-6-0 for 44.1 plf. October 5,2016 A WARNING - Verify design Perimeters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NII -7473 rev. 10/03/2015 BEFORE USE. ■ Design valid for use only with mlekO connectors. This design is based only upon parameters shown. and is for an individual building component, not �• o truss system. Before use, the building designer must verify the applicability of design parameters end properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss veb and/or chord members only. Additional temporary and permanent bracing M iTek" of voys required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the I 'd abricatlon, storage. delivery, erection and bracing of trusses and truss systems, see ANSI(TPII Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandra, VA 22314. Corona, CA 92880 r meeks lumber, rodding 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Sep 28 10:54:43 2016 Page 2 ID:OoLxO.T8pftOclvS77axwtEzmUds-INjs2AVtxn6XVKXyT1 CpscbW WAAYxYDG W2nlM4yZ7Cw NOTES- 11) This truss has been designed for a total drag load of 1300 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 29-6-0 for 44.1 plf. 12) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chard and %" gypsum sheetrock be applied directly to the 'bottom chord. P - (optional) Job Truss Truss Type Qty Ply e bedroon res - K2414719 Tjob 1¢0662 82 r FINK 1 Ref re A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERENCE PACE NII -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 properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and thus systems, see ANSIPPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply three bedroon res Plate Offsets (X.Y)— 19:0-4-0.0-3-01 LOADING (psf) TCLL 20.0 - � K2414720 ?60662 C7 Common • . 1 1 MT20 220/195 ' TCDL .1 1 Lumber DOL 1.15 BC 0.28 Vert(CT) -0.18 9-12 >533 180 Job Reference (optional) ---u uw, uuu,ng r a.UIU s Apr Zu Zulb MI I GK Inausmes, Inc. Wea bep Zts 1U:b4:44 ZU16 rage 1 ID:OoLxOT8pftQclvS77axwtEzmUds-0aHEFW W Vi5EO7U681 kj2Pg7guaXDgxzQliWOvXyZ7Cv -2-0-05-941 11-0-0 17-3-0 23-0-0 25-0-0 2-0-0 5-9-0 5.9-0 { 5-9-0 5.9-0 2-0-0 • Scale = 1:43.3 A 4x8 = 4 'a ., 5x8 = , 4x4 = 4x4 I 8-142 I 15-044 I 23-M 8-1-12 75-2 7-5-2 Plate Offsets (X.Y)— 19:0-4-0.0-3-01 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP (Roof Snow=2 0)0.0 Plate Grip DOL 1.15 TC 6.30 Vert(LL) -0.06 9-12 >999 240 MT20 220/195 ' TCDL .1 1 Lumber DOL 1.15 BC 0.28 Vert(CT) -0.18 9-12 >533 180 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -AS Weight: 95 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 DF No. 1&Btr G , REACTIONS. (Ib/size) 2=318/0-3-8,9=1118/0-3-8,6=644/0-3-8 Max Harz 2=73(LC 13) Max Uplift 2=793(LC 14), 9=-51 (LC 14), 6=408(LC 14) i Max Grav 2=349(LC 19), 9=1118(LC 1), 6=672(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 34=0/418, 4-5=-700/108, 5-6=-904/112 BOT CHORD 6-8=-35/804 WEBS 3-9=441/135, 4-9=-830/134, 4-8=-23/613, 5,8=401/129 NOTES - 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-0-0 to 1-0-0, Interior(1) 1-0-0 to 11-6-0, Exterior(2) 11-" to 14-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 740; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-M 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. SOF ESS/,-, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 9 except (jt=lb) Q N 6=108. �F� ��RRIQ 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %]" gypsum - . sheetrock be applied directly to the bottom chord. r S-6332 1T m + � rr October 5,2016 A WARNING- Verily design Perimeters end READ NOTES ON THIS AND INCLUDED MfrEK REFERENCE PAGE Mll-7473 rev. 10/11=015 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 oppricobilly 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 's 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 ANSIJPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. 250 Klug Circle Corona, CA 92880 IM11111111 V. Job Truss Truss Type Qty= Ply three bedroom res • LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. K2414721 1 Q0662 C2 Common 8 1 ' Vert(LL) -0.07 8-15 >999 240 MT20 220/195 ' Lumber DOL 1.15 BC 0.38 obReferen (optional) wee„� ouuurg 9.0 IV s rspr zu w 10 mt t eK mausmes, Inc. vveo bep za Tu:a4:44 zvio rage T ID:OoLxOT8pftQclvS??axwtEzmUds-DaHEFW W Vi5EO7U681 kj2Pg7gAa WbgusQli WQvXyZ7Cv -2-0-0 5.9-0 11.6-0 17-3-0. 23-0-0 25-0-0 2-0-0 5-9-0 5.9-0 5-9-0 5.9-0 2-0-0 r• - Scale = 1:43.3 4x8 = 4 �1 I$ 5x8 = 4x4 — 4x4 = 6-1-12 14-6-14 23-” ,. 6-1-12 - 8-5- 8-5-2 Offsets (X.Y)— 16:0-1-10,Edgel. 19:0-0-0.0-3-01 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.28 Vert(LL) -0.07 8-15 >999 240 MT20 220/195 TCLL 10.0 Lumber DOL 1.15 BC 0.38 Vert(CT) -0.22 8-15 >914 180 BCLL 0.0 Rep Stress Incr , YES WB 0.60 Horz(CT) .0.02 6 n/a n/a •-. BCDL 10.0 Code IBC2015/TP12014 Matrix -AS Weight: 96 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly �. applied. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD . Rigid ceiling directly applied. WEBS 2X4 DF No. 1&Btr G r REACTIONS. (Ib/size) 2=272/0-3-8, 9=1049/0-3-8, 6=760/0-3-8 Max Harz 2=-73(LC 12) t Max Uplift 2=-91 (LC 14), 9=-48(LC 14), 6=-113(LC 14) Max Grav 2=289(LC 19), 9=1049(LC 1), 6=780(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=0/254, 4-5=-864/110, 5-6=-1172/145 BOT CHORD 8-9=0/425, 6-8=-66/1053 WEBS 3-9=-399/135, 4-9=-819/91, 4-8=0/546, 5-8=-441/138 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-0-0 to 1-0-0, Interior(1) 1-0-0 to 11-6-0, Exterior(2) 11-0-0 to 14.6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. ES S/4 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 9 except Qt=1b) ROF OQ N9 6=113. QF• `F2 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %2" gypsum ��IRRIQ sheetrock be applied directly to the bottom chord.. r S 2 .Q S 6332 �LU 0 m o X P. 0/ 8 CTU TFOF CAO1 October 5,2016 A WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE MII.7473 rev. 10/0312015 BEFORE USE. ■ Design valid for use only with M1elc® connectors. This design is based only upon parameters shown. and is for an individual building component, not �• k a truss system. Before use, the building designer must verify the applicability of design parameters cnd 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 k M ITB 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 250 Klug Cirde Safety Information available from Truss Plate Institute, 218 N. lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 0 Job Truss Truss TypeQty Ply three bedroon res 7$411 7-8-0 7-8-0 Plate Offsets (X.Y)- (2:0-1-10.Edge) 16:0-1-10 Edgel 19:0-4-0.0-3-01 ' K2414722 160662 C3 Common � 3 1 TC 0.28 Vert(LL) -0.06 8-9 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.37 Job Reference (o tonal meeKS mmoer, reaamg 6.ulu s Apr 2u 2u16 MI I eK Inaustnes, Inc. Wed Sep Z6 1U:54:45 ZU76 Page 1 ID:OoLxOTBpftQclvS77axwtEzmUds-hmrdTsX7SOMFkdhKbSFHylggO s3PT8ZzMG_Rzyz7Cu -2-0-05.9-0 11-0-0 17-3-0 23-0-0 - 25-0-0 2-0-0 5.9-0 5.9-0 5.9-0 5-9-0 2-0-0 M Scale = 1:43.3 4x6 = i 4 Ig y • 5x8 - 4x4 - 4x4 • 7.8-0 15A-0 I 23-0-0 7$411 7-8-0 7-8-0 Plate Offsets (X.Y)- (2:0-1-10.Edge) 16:0-1-10 Edgel 19:0-4-0.0-3-01 LOADING (ps2 TCL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.28 Vert(LL) -0.06 8-9 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.37 Vert(CT) -0.24 8-9 • >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.08 Harz(CT) , 0.06 6 n/a n/a BCDL 10.0 Code IBC2015rrP12014 Matrix -AS Weight: 95 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 DF No.1&Bir G REACTIONS. (Ib/size) 2=1040/0-3-8, 6=1040/0-3-8 r Max Horz 2=73(LC 13) Max Uplift 2=-126(LC 14), 6=-126(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1833/188, 3-4=-1612/175, 4-5=-1612/175, 5-0=-1833/187 BOT CHORD 2-9=-80/1648, 8-9=-14/1086, 6-8=-105/1648 - WEBS 4-8=-11/586,5-8=-398/130,4-9=-11/586, 3-9=-398/130 NOTES - 1) Wind: ASCE 7-10: VuIt=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. q ll; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-M to 1-0-0, Interior(1) 1-0-0 to 11.6-0, Exterior(2) 11-6-0 to 14-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design, 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcun•ent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) 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 (jt=lb) SOF ESS/p Ny 2=126,6=126. ' 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 'A" gypsum �QQ ��RRI(� sheetrock be applied directly to the bottom chord. C o S 6332 rn P. 6/30/2018 c OF CA1-1t October 5,2016 Q WARNING - Verffy des19n Parameters end 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 �- o truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate. this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI(IPII Quality Cdtedo, DSB-89 and SCSI Building Component 250 Klug Circle ' Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria" VA 22314. Corona, CA 92880 Job ITruss Truss Type bty - CSI. bedroon res PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.17 �Plythree K2414723 1662 69 C4 Common Supported Gable 1 1 BCLL 0.0 t Rep Stress Incr YES' WB 0.03 Horz(CT) 0.00 18 n/a n/a BCDL 10.0 Job Reference o io al meeKS IUMDer, reaaing U'Ulu s Apr LU ZUIb MI I eK m0US1f10S, Inc. vvea Jep 2151U:b4Ab ZUIb Page 1 ID:OoLxOT8pft0ctvS??axwtEzmUdS-9yP?gCYmDiU6MnGX99mW UFD10OH88xBjCO?XzPyZ7Cl 2-0-0 11-6-0 23-0-0 25-0-0 2-0-0 11.6-0 11-6-0 2� -0-0 f Scale = 1:43.3 4x4 = 9 10 11 39 , JJ JZ Jl Ju Ze 20 Zf Zb Qb Z4 Z3 ZZ Zb ZU .... 4x4 or ID _P lase Vnse[s Ill T h IIU:U-L-U.taael 1 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL, in (lac) Udetl Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.17 Vert(LL) 0.00 19 n/r 120 ''120 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.06 Vert(CT) -0.01 19 nlr BCLL 0.0 t Rep Stress Incr YES' WB 0.03 Horz(CT) 0.00 18 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix -S Weight: 120 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 OF No.1 &Btr G - BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF No. 1&Btr G y ' REACTIONS. All bearings 23-0-0: + , • . . (lb) - Max Harz 2=73(LC 13) Max Uplift All uplift 100 Ib or less atjoint(s) 2, 28, 29, 30,32, 33, 25, 24, 23, 22; 21, 18 + Max Grav All reactions 250 Ib or less atjoint(s) 27, 28, 29, 30, 32, 33, 34, 26, 25, 24, 23, 22, 21, 20 except 2=272(LC 1), 18=272(LC 1) FORCES. (Ib) - Max. Comp/Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vul1=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. Il; Exp C; enclosed; MWFRS (directional) and C -C Corri -2-0-0 to 1-M, Exterior(2) 1-0-0 to 11-6-0, Corner(3) 11-6-0 to 14-6-0 zone; cantilever left and right exposed ; end vertical left and tight exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 I I 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. ' 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. ' ,9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. + 10) • This truss has �()F ESSIO been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Oe will fit between the bottom chord and any other members. �� ��RRIQ 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at •oint(s) 2 28 29 30 32 0 33, 25, 24, 23, 22, 21, 18. w o S6332 LU 13) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 18. 1Y EXP. 6/30/2018 ' October 5,2016 A WARNING - Verffy design parameters end READ NOTES ON THIS AND INCLUDED MrrEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with M7ek® Connectors. This design is based only upon parameter shown, and is for an individual building component, not o truss system. Before use, the building designer must verify the applicability of design parameter and properly incorporate this design into the overall ■t building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek" IS always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880' f r )q Job Truss Truss Type Qty Ply three bedroon res TCLL 20.0 SPACING- 2-0-0 a K2414724 160662 D1 ' Common Su Supported Gable 1 1 PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.17 Vert(LL) 0.00 Job Reference (optional) •���� �•� o��e,y a.vry s Apr zu zv-to Mn eK mausutes, inc, vveo sep za 1u:o4:4a zuio rage T ID:OoL.OT8pftQclvS77axMEzmUds-5LXI5uZ01Jkgb5QvGao ZglNrByUcr9OfJUe2lyZ7Cr 2-0-012-0-12 24-1-8 26 1-8 2-0-0 12-0-12 - 12.0-12 4x4 = - Scale = 1:49.4 4 1N_ i r F 11 12 5x8 = 24-1-8 1� 113 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.17 Vert(LL) 0.00 21 n/r 120 MT20 220/195 10)0.0 TCDL 1 Lumber DOL 1.15 BC 0.07 Vert(CT) -0.01 21 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 20 n/a n/a BCDL 10.0 Code IBC2015rrP12014 Matrix -S Weight: 157 Ib FT = 20% ' LUMBER- BRACING - TOP CHORD 2X4 DF No.18Btf G 1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS ' 2X4 DF No.18Btr G REACTIONS. All bearings 24-1-8. i (lb) - Max Horz 2=-167(LC 12) Max Uplift All uplift 100 Ib or less at joints) 2, 31, 32, 33, 34, 35, 36, 37, 28, 27, 26, 25, 24, 23, 22, 20 Max Grav All reactions 250 Ib or less at joint(s) 30, 31, 32, 33, 34, 35, 36, 37, 29, 28, 27, 26, 25, 24, 23, 22 except 2=271 (LC 19), 20=271 (LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vul1=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Corner(3) -2-0-0 to 1-0-0. Exterior(2) 1-0-0 to 12-0-12, Corner(3) 12-0-12 to 15-0-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 17.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. • 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 1'� , 8) Gable studs spaced at 1-4-0 oc. , 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) A plate rating reduction of 20% has been applied for the green lumber members: 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 31, 32, 33, 34, 35, 36, 37, 28, 27, 26, 25, 24, 23, 22, 20. 13) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 20. QROFES% RRIQ . q`CO �2 O �1 oS 6332 A R 6l 12018 P FOF CAO1 October 5,2016 ,& WARNING -Verify deals. paremefera and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 111II.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 �• o truss system: Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling or individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the - fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSI(TPII Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 ` Job Truss Truss Type City Ply three bedroon res PLATES GRIP (Roof Snow=2 0) Plate Grip DOL 1.15 K2414725 160662 D2 Common 1 1 Lumber DOL 1.15 BC 0.37 Vert(CT) -0.28 8-9 >999 180 Job Reference (optional mems mmum, reaamg , - b.Ul V S Apr LV ZUIa MI I eK Industries, Inc. W80 58p ZU lU:b4AtJ ZUlb rage 1 ID:OoLxOTBpftOdvS 77axwtEzmUds-5LXISuZ01J kgb50vGao_Zg I L_Bui cgmOfJ Ue2lyZ7Cr 1 -2-0-0 6-M 12-0-12 } 18-1-2 24-1.8 26-1-8 2-0-0 6-0-6 6-0-6 6-0-6 6-M 2-0-0 4x6 11 ` Scale = 1:49.8 4x4 = t 8-0-8 l 161-0 r 8-0-8 "-8 Plate Offsets(X•Y)- [9:0-4-0.0-3-01 4xQ LOADING (psf) " xt TCLL 20.0 • SPACING- 2-0-0 _ CSI, DEFL. in (loc) I/dell Ud PLATES GRIP (Roof Snow=2 0) Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.14 8-9 >999 240 MT20 220/195 TCDL 10.0 1 Lumber DOL 1.15 BC 0.37 Vert(CT) -0.28 8-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.05 6 n/a n/a �. BCDL 10.0 Code IBC2015lrP12014 Matrix -AS Weight: 109 Ib FT = 20% ' LUMBER- BRACING- , - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly' applied. WEBS 2X4 DF No. 1&Btr G 1 REACTIONS. (Ib/size) 2=1085/03-8, 6=1085/0-3-8 Max Horz 2=-167(LC 12) Max Uplift 2=-129(LC 14), 6=-129(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1510/142,3-4=-1341/178, 4-5=-1341/178, 5-6=-1510/142 BOT CHORD 2-9=-611322,8-9=0/85 3. 6-8=-27/1244 ' WEBS 4-8=-35/600, 5-8=-374/146, 4-9=-35/600, 3-9=-374/146 t NOTES - 1) Wind: ASCE 7-10; Vu1t=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=4511t; L=24ft; eave=4ft; Cat. ll; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-0-0 to 1-0-0, Interior(1) 1-0-0 to 12-0-12, Exterior(2) 12-0-12 to 15-0-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for 4 reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 17.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. + 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-M 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) except (jt=1b) 2=129.6=129. 1. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and I/V gypsum sheetrock be applied directly to the bottom chord. October 5,2016 ,& WARNING -Verify design parameter and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/012015 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 Welk" 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 hisses and truss systems, see ANSI(TPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circe Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 , Job Truss Truss Type City Ply three bedroon res LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP K2414726 If -,0662 D3 Common Girder 1 TCDL 1 100.0 Lumber DOL 1.15 BC 0.67 Vert(CT) -0.22 10-11 >999 180 t BCLL 0.0 Rep Stress Incr NO Job Refere e o ti al nroens mmunr, reaomg d.0 Iu S Apr zu zvlo MI I eK Inaustnes, Inc. vveo bep za iu:b4:au Zulu rage 1 ID:OoL.xOT8pftOdvS77axwtEzmUds-1 kfV WZbGHx_XrPZIO?gSf5Nhw7Ua4jml7dzl6AyZ7Cp 4-04 I 8 -OS 12-0-12 I 16-1-0 20-14 24-1$ 4-04 404 4-04 404 4-04 4-04 3 4x8 II 4 5x8 i LUS28 8x8 =LUS28 LUS24 12x12 = LUS24 8x8 = LUS24 LUS24 8x8 = LUS26 5x8 LUS28 LUS24 LUS24 LUS24 I$ Scale = 1:47.2 4-9-149-7-13 145-11 193-10 i 24-1.8 4-114 4-9-14 4-9-14 - 4-9-14 4-9-14 1 Plate Offsets IX.Y1— [1:04-0.0-3-01, f7:04-0.0-3-01. [8:04-0.04-121. 19.04-0.0-4-41 [11:0-4-0.0-4-121 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP (Roof Snow=2 ) Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.09 10-11 >999 240 MT20 220/195 TCDL 1 100.0 Lumber DOL 1.15 BC 0.67 Vert(CT) -0.22 10-11 >999 180 t BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(CT) 0.06 7 n/a n/a BCDL 10.0 Code IBC20151TP12014 Matrix -MS Weight: 312 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 54-6 oc puffins. BOT CHORD 2X8 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2X4 OF No. 1&Btr G REACTIONS. (Ib/size) 1=4057/0-3-8.7=3534/0-3-8 Max Hort 1=141(LC 23) Max Uplift 1=-345(LC 10), 7=-310(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-6886/611, 2-3=-6821/649, 34=-4915/529, 4-5=-4744/519, 5-6=-6067/599, 6-7=-6133/561 _ BOT CHORD 1-11=483/5925, 10-11=-338/4581, 9-10=-191/3321, 8-9=322/4334, 7-8=440/5271 WEBS 4 -9= -226/2226,5 -9=-914/169,5-8=150/1517,4-10=-254/2675,3-10=-1214/189, , 3-11=-197/2220 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for ESS/O��C a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • �OQ?,OF 7) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide Q B Fly will fit between the bottom chord and any other members. �� q, C 8) A plate rating reduction of 20% has been applied for the green lumber members. y 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) S:6332 nmm 1=345,7=310. 10) Use Simpson Strong -Tie LUS28 (6-10d Girder, 3-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at XP. 30/20.18 2-0-12 from the left end to 6-0-12 to connect truss(es) to front face of bottom chord. 11) Use Simpson Strong -Tie LUS24 (4-1 Od Girder, 2-1 Od Truss) or equivalent at 8-0-12 from the left end to connect truss(es) to front P� face of bottom chord. 12) Use Simpson Strong -Tie LUS24 (4-10d Girder, 2-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at FOFCA1 \F�� 10-0-12 from the left end to 20-0-12 to connect truss(es) to front face of bottom chord. 13) Use Simpson Strong -Tie LUS26 (4-10d Girder, 3-10d Truss, Single Ply Girder) or equivalent at 22-0-12 from the left end to connect October 5,2016 AWARNING • Verily design parameters end READ NOTES ON THIS AND INCLUDED MIfEK REFERENCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE. ■ Design valid for use any with MTek® connectors. This design is based any 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 M iTek" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 250 Ktug Circle Safety Information available from Truss Plate Institute; 218 N. Lee Street, Suite 312, Alexandno, VA 22314. Corona, CA 92880 Job Truss Truss Type Oty Ply three bedroon res , K2414726 1fi0662 D3 Common Girder 1 1 Job Reference (optional) meeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Sep 28 10:54:50 2016 Page 2 ID:OoLxOT8pftOclvS??axwtEzmUds-1 kfV WZbGHx_XrPZIO?gSf5Nhw9Ua4jml7dzl6AyZ7Cp NOTES - 14) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Snow (balanced); Lumber Increase=1.15, Plate Increase Uniform Loads (plf) Vert: 1A=-60, 4-7=-60, 1-7=-20 Concentrated Loads (lb) Vert: 18=-684(F) 19= -684(F)20= -684(F) 21=-544(F) 22=-441(F) 23=-441(F) 24=-441(F) 25=-441(F) 26=-441(F) 27=-441(F) 28=-441(F) AWARNING - Verlry design parameters end READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10103/2015 BEFORE USE. k® �• Design valid for use only with MiTeconnectors. This design is based only 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 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(IPII Quality Criteria, DSB•89 and SCSI Building Component 250 Klug CircleSafety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandno, VA 22314. Corona, CA 92880 1 a / a ' 1 , r AWARNING - Verlry design parameters end READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10103/2015 BEFORE USE. k® �• Design valid for use only with MiTeconnectors. This design is based only 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 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(IPII Quality Criteria, DSB•89 and SCSI Building Component 250 Klug CircleSafety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandno, VA 22314. Corona, CA 92880 1 / a ' t AWARNING - Verlry design parameters end READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10103/2015 BEFORE USE. k® �• Design valid for use only with MiTeconnectors. This design is based only 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 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(IPII Quality Criteria, DSB•89 and SCSI Building Component 250 Klug CircleSafety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandno, VA 22314. Corona, CA 92880 1 iab - � r Truss Truss Type Qty Ply three bedroon res Plate Grip DOL 1.15 TC 0.86 Vert(LL) n/a n/a 999 MT20 220/195 BCDL 10.0BCLL K2482942 160662 PB BLOCKING SUPPORTED G 8 1 WB 0.56 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -S Job Reference optional merks lumber, redding 4x8 5 8.010 s Apr 20 2016 MiTek Industries, Inc. Tue Oct 18 17:12:32 2016 Page 1 I D:Oo LxOT8pftQcly S??axwtEzmUds-V H5kYpkmbl RR SwwirxlZKwNmrF KoGkltDBKvHyS 6ij 1-10-6 1-10-6 4x6 = 6 4 3 5x8 11 6x8 = , 1-10-6 Scale = 1:45.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.86 Vert(LL) n/a n/a 999 MT20 220/195 BCDL 10.0BCLL Lumber DOL 1.15 BC 0.10 Vert(CT) n/a n/a 999 00 Rep Stress Incr YES WB 0.56 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -S Weight: 38 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD BOT CHORD 2X4 DF No.1&Btr G WEBS 2X4 DF No.1&Btr G BOT CHORD WEBS REACTIONS. (Ib/size) 4=63/1-10-8, 3=63/1-10-8 Max Horz 4=-262(LC 8) Max Uplift 4=-2803(LC 27), 3=-2803(LC 30) Max Grav 4=2824(LC 34), 3=2824(LC 31) .FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-3530/3540, 1-5=-1285/1295, 1-2=-415/431, 3-6=-1349/1359 BOT CHORD 3-4=-881/899 WEBS 5-6=-650/709, 1-6=-1422/1422, 3-5=-2415/2415 Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 1-4,2-3 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (Flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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 100 Ib uplift at joint(s) except at --lb) 4=2803,3=2803. 12) This truss has been designed for a total drag load of 500 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 268.2 plf. Q�pFESS10Nq� ZHAo Fti2� C 70068 ;10 October 19,2016 WARNING - Verl/y 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 t' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITER• is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPIt Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from. Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 w.u.ns rumunr, rudding 8.0l0 s Apr zu 2016 MI t ex Inausmes, Inc. uvea Sep za wu:54:50 20i rage i ID:OolxOT8pftQGvS77axwtEzmUds-1kfVWZbGHx XrPZl07gSf5Njt7dB4kG17dzl6AyZ7Cp 10-9-7 21-6-14 10-9-7 10.9.7 I ' 4x4 = 1 Scale = 1:41.1 4 Ii 3 4x4 13 12 11 10 4x4 = 9 i 8 4x4 Q t 21- 14 21.6-7 Job Truss Truss Type Qty Ply three bedroon res (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.14 Vert(LL) n/a n/a 999 - TCDL • 10.0 Lumber DOL 1.15 K2414727 Vert(CT) n/a n/a 999 _ 160662 V1 Valley Horz(CT) • - 0.00 7 n/a n/a • BCDL 10.0 Code IBC2015(rP12014 Matrix -S ' LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Job Refe e ce o i al OTHERS 2X4 OF No.1 &BtrG w.u.ns rumunr, rudding 8.0l0 s Apr zu 2016 MI t ex Inausmes, Inc. uvea Sep za wu:54:50 20i rage i ID:OolxOT8pftQGvS77axwtEzmUds-1kfVWZbGHx XrPZl07gSf5Njt7dB4kG17dzl6AyZ7Cp 10-9-7 21-6-14 10-9-7 10.9.7 I ' 4x4 = 1 Scale = 1:41.1 4 Ii 3 4x4 13 12 11 10 4x4 = 9 i 8 4x4 Q t 21- 14 21.6-7 1 7 LOADING (psf) TCLL 20.0 SPACING. 2-0-0 CSI. DEFL. in (loc) Ildefl Lid PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.14 Vert(LL) n/a n/a 999 MT20 220/195 TCDL • 10.0 Lumber DOL 1.15 BC 0.11 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress lncr YES WB 0,09 Horz(CT) • - 0.00 7 n/a n/a • BCDL 10.0 Code IBC2015(rP12014 Matrix -S Weight: 81 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-M oc bracing. OTHERS 2X4 OF No.1 &BtrG REACTIONS. All bearings 21-6-0. (lb) - Max Horz 1=-121(LC 12) Max Uplift All uplift 100 Ib or less at joint(s) 1, 11, 13, 9, 8 ` Max Grav ' All reactions 250 Ib or less atjoint(s) 1, 7 except 10=3861LC 21), 11=407(LC 21), 13=276(LC 1), y 9=407(LC 22), 8=276(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-11=-292/128, 5-9=-292/128 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6,Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-6-8 to 3-6-8, Interior(1) 3-" to 10-9-7, Exterior(2) 10-9-7 to 13-9-7 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 a 2 TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Ex C; Partially ExP•tCt=1.1 3) Unbalanced snow loads have been considered for this design. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r 7) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) 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 lb uplift atjoint(s) 1, 11, 13, 9, 8. QROFESS/fib RRIL/ q� eF2c S 6332 r r m W P. 6/30/2018 FOFCAO October 5,2016 ®WARNING. Verify design parameter 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 on individual building component, not �• w - o truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall bulding design. Bracing Indicated is to prevent bucking 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 BCSI Building Component 250 Klug Cirde Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 - Job Truss Truss Type Ply three bedroon res Max Grav All reactions 250 Ib or less at joint(s) 1, 5 except 7=324(LC 21), 8=446(LC 21), 6=446(LC 22) LOADING (psf) TCLL 20.0 SPACING- TV CSI. K2414728 168662 V2 Valley 1 TC 0.19 Vert(LL) -Jgb MT20 220/195 10) TCLL 10.0 Lumber DOL Referengg (optional inners wniunr, reading 8.010 s Apr 20 zula Mi I ex Inaustnes, Inc. wed Sep 2a 1U:b4:b1 2u16 Page 1 ID:OoLxOT8pftQclvS77axwtEzmUds-WwCujvbu2E60SY8UxiLhB tMpPzSpCzSMHj lfdyZ7Co 94-5 - I 18-8-9 9.4-5 94-5 4x4 = Scale= 1:35.7 3 q 0 4x4' 8 15 7 16 6 4x4' 2x4 I I 20 I I 2x4 11 18.8-9 i REACTIONS. All bearings 18-7-11. ' (lb) - Max Harz 1=104(LC 13) Max Uplift All uplift 100 Ib or less at joint(s) 8, 6 Max Grav All reactions 250 Ib or less at joint(s) 1, 5 except 7=324(LC 21), 8=446(LC 21), 6=446(LC 22) LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.19 Vert(LL) n/a n/a 999 MT20 220/195 10) TCLL 10.0 Lumber DOL 1.15 BC 0.11 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 5 n/a n/a 7) A plate rating reduction of 20% has been applied for the green lumber members. . BCDL 10.0 Code IBC2015/TPI2014 Matrix -S Q\ypF ESS/0b Weight: 66 Ib FT = 20% LUMBER- ' BRACING - S,6332 m o TOP CHORD 2X4 OF No. 1&Btr G LU W A TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 OF No. 1&Bir G' BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. OTHERS 2X4 OF No.1 &Btr G REACTIONS. All bearings 18-7-11. ' (lb) - Max Harz 1=104(LC 13) Max Uplift All uplift 100 Ib or less at joint(s) 8, 6 Max Grav All reactions 250 Ib or less at joint(s) 1, 5 except 7=324(LC 21), 8=446(LC 21), 6=446(LC 22) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. - WEBS 2-8=-332/149, 4-6=-332/149 r NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-6-8 to 3.6-8, Interior(l) 3-6-8 to 94-5, Extedor(2) 94-5 to 124-5 r zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.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) 8, 6. Q\ypF ESS/0b RRIQ 6q��2c ' S,6332 m o LU W A P. 6/3012018 October 5,2016 ® WARNING - Vedy design parameten and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 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 property incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI(TPII Quality Criteria, DSB-89 and BCSI Budding Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Corona, CA 92880 meeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Sep 28 10:54:52 2016 Page 1 7-11-2 ID:OoLxOT8pftQdvS79axwtEzmUds- 6mGxFcWpYFF4ijhVQtwkWS3XoJNYfObaxSrB3yZ7Cn - r 7-11-2 7-11-2 ' 4x4 = ` Scale = 1:30.2 -\ , . . . 3 ' Job Truss Truss Type Qty Ply three bedroon res K2414729 160G62 V3 Valley 1 t 1 Job Reference (optional) 40 i 8 7 6 2x4 11 2x4 11 20 I I 4x4 " r 1 07 15-10.5 O 0 -7 15-9-14 LOADING (psf) TCLL 20.0 SPACING. 2-0-0- CSI. DEFL." in (loc) Vdefl Lid PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.07 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 • Horz(CT) 0.00 5 n/a n/a f CDL 0 Code IBC2015rTP12014 Matrix -S Weight: 55 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. OTHERS 2X4 DF No. 1&Btr G REACTIONS. All bearings 15-9-7. F (lb) - Max Harz 1=88(LC 13) Max Uplift All uplift 100 Ib or less at joint(s) 8, 6 Max Grav All reactions 250 Ib or less at joints) 1, 5 except 7=263(LC 1), 8=357(LC 18), 6=357(LC 19)� FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. • WEBS 2-8=-271/130, 4-6=-271/130 • 5 NOTES. 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; save=4ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-6-8 to 3.6-8, Intericr(1).3-6-8 to 7-11-2, Exterior(2) 7-11-2 to 10-11-2 , zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions ' shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct=1.1 ' 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)'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) 8, 6. ESSI0, • �OQt�OF ��� RRIQ 6 S6332 m M EXP. 6/3012018 * CA11 October 5,2016 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. R Design valid for use only with MiTek® connectors: This design is based only upon parameters shown, and is for an individual building component, not fq a truss system. Before use. the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storagedelivery, erection and bracing of trusses and truss systems, see ANS117PIl Quality Criteria, DSB-89 and BCSI BuBding Component 250 Ktug Circle .r Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314.. Corona, CA 92880. Job , Truss Truss Type oty three bedroon res \ 4x4 � + �Ply� K2414730 160662 V4 Valley 1 1 12-11-9 Job Reference (optional o.0 ru s mpr zu cu 10 Mi r eK Inausmes, Inc. vveo aep zo Iu:ov:oz zuia rage w ID:OoLxOTBpftaclvS??axwtEzmUds- 6mGxFcWpYFF4ijhVotwkWS4toJGYfbbaxSrB3yZ7Cn 6-6-0 13-0-0 6-6-0 6.6-0 4x4 = • Scale = 1:24.9 3 i ' 4x4 i 8 - 2x4 II ' 7 2x4 II } 6 2x4 II \ 4x4 � 0-Q7 13-0-0 027 12-11-9 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.11 Vert(LL) n/a n/a 999 MT20 220/195 10) TCLL 10.0 Lumber DOL 1.15 BC 0.07 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 5 n/a n/a Code IBC2015/TP12014 Matrix -S Weight: 43 Ib FT = 20% CD6 J 0 I LUMBER- / BRACING - TOP CHORD 2X4 DF No.1&Bir 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 No. 1&Btr G REACTIONS. All bearings 12-11-2. , (lb) - Max Harz 1=-71(LC 12) Max Uplift All uplift 100 lb or less atjoint(s) 1, 8.6 Max Grav All reactions 250 Ib or less at joints) 1, 5 except 7=279(LC 1), 8=300(LC 18), 6=300(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-6-0 to 3-0-8, Interior(1) 3-641 to 6-6-0, Exterior(2) 6-6-0 to 9-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 f '2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing.. r 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 4 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 8, 6. October 5,2016 ® m WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1OM312015 BEFORE USE. Design valid for use only with M7ek® 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 verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual tnrss vets b 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 ANSI(RII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Cirde . Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - - Corona, CA 92880 ` r t • mems wmoer, reading - a.UIU s Apr zu zulo MI1 eK InoUSmes, Inc. Wea Sep 2a 1u:04:a3 2ula Nage 1 I D:OoI-x0T8pftOclvS??axwtEzmUds-SJKe8bd9asN6i s It3709Gj?EdCffH 6 u 1pbC PjVyZ7C m 5-0-14 10.1-11 5-0-14 5-0-14 - 4x6 = Scale = 1:19.6 2 4 2x4 11 2x4 10-1-11 10-1-5 TCLL 2 20.0 Job Truss Truss Type City PLATES GRIP bedroon res Plate Grip DOL 1.15 • Vert(LL) n/a - n/a 999 MT20 220/195 �Plythree K2414731 Lumber DOL 1.15 1B0662 VS Valley 1 1 0.O Rep Stress Incr . YES WB ' 0.03 Horz(CT) 0.00 3 n/a n/a -Job Reference tonal mems wmoer, reading - a.UIU s Apr zu zulo MI1 eK InoUSmes, Inc. Wea Sep 2a 1u:04:a3 2ula Nage 1 I D:OoI-x0T8pftOclvS??axwtEzmUds-SJKe8bd9asN6i s It3709Gj?EdCffH 6 u 1pbC PjVyZ7C m 5-0-14 10.1-11 5-0-14 5-0-14 - 4x6 = Scale = 1:19.6 2 4 2x4 11 2x4 10-1-11 10-1-5 TCLL 2 20.0 SPACING- 2-0.0 CSI. DEFL. in (loc) Udefl. Lid PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.17 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.12 Vert(CT) n/a - n/a 999 shown; Lumber DOL=1.60 plate grip DOL=1.60 BCLL 0.O Rep Stress Incr . YES WB ' 0.03 Horz(CT) 0.00 3 n/a n/a BQDL Code IBC2015rTP12014 Matrix -S . will fit between the bottom chord and any other members. Weight: 31 Ib FT = 20% LUMBER- 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 1, 3,•4. BRACING - FIE 3!:;'f1:1V TOP CHORD 2X4 OF No. 1&Blr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 OF No.1&Btr G w Q S 6332 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 OF No.1&Blr G } REACTIONS. (Ib/size) 1=170/10-0-14,3=170/10-0-14,4=384/10-0-14 October 5,2016 Max Horz I=54(LC 12) Max Uplift 1=-23(LC 14), 3=-23(LC 14), 4=-3(LC 14) » Max Grav 1=171(LC 18),3=171(LC 19),4=384(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten_. -All forces 250 (Ib) or less except when shown. WEBS 2-0=-251/81 NOTES- 1 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-6-8 to 3-6-8, Interior(1) 3-6-8 to 5-0-14, Exterior(2) 5-0-14 to 8-0-14 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf-20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 ' « 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M 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 atjoint(s) 1, 3,•4. FIE 3!:;'f1:1V + RRIQ 6q�FZc ��`�� • w Q S 6332 EXP. 6/30/2018' ' October 5,2016 ®WARNING - Vedry design parameter end READ NOTES ON THIS AND INCLUDED M?EK REFERENCE PAGE 011II.7473 rev. 10/0312015 BEFORE USE. R Design valid for use only with M1ek® 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 parometen and property incorporate this design into the overall sBe building design. Bracing Indicated is to prevent buckling of individual thus web and/or chord members only. Additional temporary and permanent bracing M iTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSI1TPIl Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job TrussTruss Type Qty Ply three bedroon res " K2414732 160662 V6 . Valley 1 1 Job Reference (optional . r.„rte , o.0 IU s rspr Za Za Io Mr t eK Inausmes, inc. vveo oep Zo su:aa:aa Zulu rages ID:OoLxOT8pftQcNS77axwtEzmUds-wvuOMxenL9VzJOt3drvOpxYQMcOzOZNu2FxyFyyZ7Cl • 3-7-11. 73-7 3.7-11 - 3-7-11 4x4 = Scale = 1:15.2 ” e 2 • - • 7.00 12 1 - 3 4 2x4 G • 2x4 II 2x4 , 0Q-7 73-7 027 - 73.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in . (lac) Udefl Ud PLATES GRIP TCLL 20.0 10) Plate Grip DOL 1.15 TC 0.11 Vert(LL) n/a n/a 999 MT20 2201195 (Roof Snow=2 Lumber DOL 1.15 BC 0.06 Vert(CT) n/a n/a 999 TCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(CT) , 0.00 3 n/a n/a ' ' BCOL 10.0 Code IBC2015rTP12014 Matrix -S Weight: 22 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 OF No.1&Bir G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF No.1&Btr G REACTIONS. (Ib/size) 1=129/7-2-9, 3=129x7-2-9, 4=239/7-2-9 Max Harz 1=37(LC 13) Max Uplift 1=-22(LC 14), 3=-22(LC 14) i FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - F - 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. t = 4) Gable requires continuous bottom chord bearing. ; 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M 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 lb uplift atjoint(s) 1, 3. - r oQ,�OF ESS/ON\ RRIQ O G1 o S 6332 EXP. 6/30/2018 TFOF CAUF October 5,2016 ®wAR—a - Ve'Ary design Paramerera and READ NOTES ON THIS AND INCLUDED M?EK REFERENCE PAGE 11111-7473 rev. 10/03/2015 BEFORE USE ■ , Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• - a truss system. Before use, the building designer must verity, the opplicabitity, 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 h M iTek" 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 250 Klug Circe Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, vA 22314. Corona, CA 92880 / oQ,�OF ESS/ON\ RRIQ O G1 o S 6332 EXP. 6/30/2018 TFOF CAUF October 5,2016 ®wAR—a - Ve'Ary design Paramerera and READ NOTES ON THIS AND INCLUDED M?EK REFERENCE PAGE 11111-7473 rev. 10/03/2015 BEFORE USE ■ , Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• - a truss system. Before use, the building designer must verity, the opplicabitity, 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 h M iTek" 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 250 Klug Circe Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, vA 22314. Corona, CA 92880 Job Truss , Truss Type Qty three bedroon res �Ply� K2414733 150662 V7 Valley 1 1 Job Reference (optional me0KS murder, reading - 6.U1U S Apr ZU 2016 Mi I eK Industries, Inc. Wed Sep Z6 10:54:54 2016 Page 1 ID:OoLxOT8 pftQGvS77axwtEzm Uds-wV uOMxenL9VzJOt3d rvOpxYRCC7cOZd u2 FxyFyyZ7Cl 2-2-9 - 45-2 2-2-9 2-2-9 4x4 = 2 Scale = 1:9.1 i 20 i 2x4 Q 413-11 4 2 4-4-11 0- -7 Plate Offsets (X.Y)— 12:0-2-O.Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Udefl L/d PLATES GRIP TCLL 20.0 10)0.0 Plate Grip DOL 1.15 TC 0.03 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 1 (Roof Snow=2 Lumber DOL 1.15 BC 0.08 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB , 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix -S Weight: 11 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4-5-2 oc purlins. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=134/4-4-5, 3=134/4.4-5 Max Harz 1=-20(LC 12) Max Uplift 1=-9(LC 14), 3=-9(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M 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 joint(s) 1, 3. S6332 �;0 , 4P. 6/30/2018 J* OF CAIS October 5,2016 ,& WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED Mr7EK REFERENCE PAGE 11111-7473 .1 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 �• o truss system. Before use, the balding 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, delivery. erection and bracing of trusses and truss systems, see ANSI(TPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Clyde Safely Information available from Truss Plate Institute, 218 N. lee Street, Suite 312, Alexondna, VA 22314. Corona, CA 92880 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 ft4n-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. LJ and fully embed teeth. TOP CHORDS diagonal or x-bracing, is always required. See SCSI. �, �-1/ 16 ci-2 c2a 2. Truss bracing must be designed by an engineer. For WEBS Oy ,� yp O Ac wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. -Never exceed the design loading shown and neverCL stack materials on inadequately braced trusses. 0O 4. Provide copies of this truss design to the building cza csz For 4 x 2 orientation, locate designer, erection supervisor, property owner and BOTTOM CHORDS plates 0-'Ag' from outside 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 ore 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 ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. 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, ESR 1988 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 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. in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing 10 is spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MTek@ All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or atter truss member or plate without prior approval of an engineer. <- reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. mm ® 18. Use of green or heated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone . DSB-89: Design Standard for Bracing. a is not sufficient. BCSI: Building Component Safety Information, MiTek 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 0 , x MARCH 12, 2009 WEB BRACING RECOMMENDATIONS ST-WEBBRACE OO ® MiTek USA, Inc. Pape 1 of 1 I � ILJL__I 0 00 0 00 LkL-U--1a MiTek USA, Inc. 'Bay size shall be measured in between the centers of pairs of diagonals. TYPE MAXIMUM TRUSS WEB FORCE (Ibs.) (See note 7) BRACE BAY SIZE 24"O.C. 48"O.C. 72" O.C. BRACING MATERIAL TYPE A B C D BRACING MATERIAL TYPE A B C D BRACING MATERIAL TYPE C D 0 1 1610 1886 1886 2829 a?r. -• �" ' " ' �`i"�". �• 3143 3143 4715 A 12'-0" 1342 1572 1572 2358 4715 7074 3143 4715 14' 11 5 0 34 1 7 34 1347 2021 2358 2358 3536�'M: rs e: 2 X 3 #3, STD, CONST (SPF, DF, HF, OR SP) 1006 1179 1179 1768 18'-0" 894 1048 1048 1572 20'-0" 805 943 943 1414- 1886 1886 2829 'Bay size shall be measured in between the centers of pairs of diagonals. TYPE BRACING MATERIALS GENERAL NOTES 1. DIAGONAL BRACING IS TO TRANSFER THE LATERAL BRACE FORCE INTO THE DIAPHRAGM. ISTO BDCUMULATIVE ROOF AND/OR CEILING OIAPMRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED 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 BETTER, AS THE LATERAL BRACE MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT R INTERSECTS WEB MEMBERS 1 X 4 #2 SRB (DF, HF, SPF) AT APPROX. 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2.8d (0.13110.5') FOR 1x4 BRACES, 2-10d (0.131'x 3') FOR 2x3 and 2x4 BRACES, AND 3.10d (0.131'x3) FOR 2x8 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d (0.131'X2.5') NAILS FOR 1x4 LATERAL BRACES. B 2 X 3 #3, STD, CONST (SPF, DF, HF, OR SP) 2-10d (0.131'x3) NAILS FOR 2x3 and 20 LATERAL BRACES, AND 3.10d (0.131'4') FOR ZxS LATERAL BRACES. S.LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. S. FOR ACOITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING, CONSULT C 2 X 4 #3, STD, CONST (SPF, DF, HF, OR SP) DSB-SB TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCSI 1 GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING 6 BRACING OF METAL PLATE CONNECTED WOOD TRUSSES. JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. —5bindu t'y— and —tipinst-it D 2 X 6 iia OR BETTER (SPF, DF, HF, OR SP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. S, TABULATED VALUES ARE BASED ON A DOL - 1.15 FOR STABILIZERS: 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 TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STABILIZERS MAV BE REPLACED WIfH WOOD BLOCKING. SEE-STABLIZER- 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) oQROFESS/0�7� ULI C 60384 ITI t -*A ---EXP. 06/30/16 /* OF December 10,2014 A WARNING -Verify design Parameters and READ NATES ON THIS AND IMIUDED NITEK REFEREAa PAGE NII.7473 res 1/19/1014 BEFOREUSE Design voGd for use onlywith MiTek connectors incorporation design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper ncorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek" erector. Additional permanent bracing of the overall structure b the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage• delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 14515 N. Outer Forty. Sidle #300 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 14515 N. Chesterfield, Outer 83017 If Southern pine ISPI lumber is specified, the design values are those effective 06/01/2013 by ALSO JANUARY 1, 2009 T -BRACE / I -BRACE DETAIL ST - T -BRACE MiTek USA, Inc. Page 1 of 1 Note: T -Bracing / I -Bracing to be used when continuous lateral bracing ole 00 is impractical. T -Brace / I -Brace must cover 90% of web length. . 0 Note: This detail NOT to be used to convert T -Brace / I -Brace MiTek USA, Inca webs to continuous lateral braced webs. Nailing Pattern T -Brace size 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 (On Two -Ply's Nail to Both Plies) Brace Size for One -Ply Truss • i Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1x4 (") T -Brace 1x4 I -Brace 2x6 1x6 (*) T -Brace 2x6 I -Brace 2x8 2x8 T -Brace 2x8 I -Brace ' Nails Brace Size -V for Two -Ply Truss Specified Continuous } Rows of Lateral Bracing SPACING Web Size 1 2 2x3 or 2x4 2x4 T -Brace 2x4 -Brace k 2x6 2x6 T-Brace2x6 -Brace WEB • 2x8 2x8 T -Brace 2x8 1 -Brace } T -BRACE ONGIN E ER oQROF ESS/pN� y �� DAVID 9�� \O �y0 BAXTER O m Exp. DEC. 31, 2016 C60384 � U)m EXP p CIVIL . 3 0�i{0MV VII. Nails / Section Detail .0 023A TF0FDAL*Cj' + T -Brace Web Nails 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 Web rated boards with design values that are equal to (or better) the truss web �-Brace.. design values. r ' SS For SP truss lumber grades up to #2 with 1X_ bracing material, use IND 45 for T-BrR�e1 16W0, 014 Y/ARNIMO-Verity design parameten and READ MOTES ON - Design valid for use only with MTek connectors. This design is based any upon parameters shown, and is for an individual building component. �• ,. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI I Quality Criteria, OSS -89 and SCSI Building Component 14515 N. Outer Forty, Suite 4300 Safety Information available from Truss Plate Institute. 781 N. Lee Sheet, Suite 312, Alexandria. VA 22314. 145iS N. Ould, er 83017 I/ Southern Pine (SP) lumber is specified, the design values are those effective 06/01/2013 by ALSO '. !. •moi .' `� �� �. ,. .. � JANUARY 1, 2009 T -BRACE / I -BRACE DETAIL ST - T -BRACE MiTek USA, Inc. Page 1 of 1 Note: T -Bracing / I -Bracing to be used when continuous lateral bracing ole 00 is impractical. T -Brace / I -Brace must cover 90% of web length. . 0 Note: This detail NOT to be used to convert T -Brace / I -Brace MiTek USA, Inca webs to continuous lateral braced webs. Nailing Pattern T -Brace size 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 (On Two -Ply's Nail to Both Plies) Brace Size for One -Ply Truss • i Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1x4 (") T -Brace 1x4 I -Brace 2x6 1x6 (*) T -Brace 2x6 I -Brace 2x8 2x8 T -Brace 2x8 I -Brace ' Nails Brace Size -V for Two -Ply Truss Specified Continuous } Rows of Lateral Bracing SPACING Web Size 1 2 2x3 or 2x4 2x4 T -Brace 2x4 -Brace k 2x6 2x6 T-Brace2x6 -Brace WEB • 2x8 2x8 T -Brace 2x8 1 -Brace } T -BRACE ONGIN E ER oQROF ESS/pN� y �� DAVID 9�� \O �y0 BAXTER O m Exp. DEC. 31, 2016 C60384 � U)m EXP p CIVIL . 3 0�i{0MV VII. Nails / Section Detail .0 023A TF0FDAL*Cj' + T -Brace Web Nails 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 Web rated boards with design values that are equal to (or better) the truss web �-Brace.. design values. r ' SS For SP truss lumber grades up to #2 with 1X_ bracing material, use IND 45 for T-BrR�e1 16W0, 014 Y/ARNIMO-Verity design parameten and READ MOTES ON - Design valid for use only with MTek connectors. This design is based any upon parameters shown, and is for an individual building component. �• ,. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI I Quality Criteria, OSS -89 and SCSI Building Component 14515 N. Outer Forty, Suite 4300 Safety Information available from Truss Plate Institute. 781 N. Lee Sheet, Suite 312, Alexandria. VA 22314. 145iS N. Ould, er 83017 I/ Southern Pine (SP) lumber is specified, the design values are those effective 06/01/2013 by ALSO JANUARY 1, 2009 L -BRACE DETAIL ST - L -BRACE �100 ® MiTek USA, Inc. Page 1 of 1 0 00 , Q MiTek USA, Inc. Nailing Pattern L -Brace size Nail Size Nail Spacing 1x4 or 6 10d 8" o.c. 2x4, 6, or 8 16d 8" o.c. Note: Nail along entire length of L -Brace (On Two -Ply's Nail to Both Plies) Note: L -Bracing to be used when continuous lateral bracing is impractical. L -brace must cover 90% of web length. L -Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Nails Web Size 1 2 • - -- 2x3 or 2x4 U4 """ k 2x6 U6 2x8 2x8 DIRECT SUBSTITUTION NOT APLICABLE —ASPACING k WEB k L -Brace Size • —A for Two -Ply Truss + L -BRACE Specified Continuous Rows of Lateral Bracing , Web Size 1 2 2x3 or 2x4 2x4 2x6 2x6 2x8 2x8 DIRECT SUBSTITUTION NOT APLICABLE. , Nails Section Detail L -Brace , Web ' �NC,INEERs OQROFESS/pN� . T M. g 2� DAVID t<` CO + O BAXTER, OT 0 C60 4 W Exp. DEC. 31, 2016 Z L -Brace muse same species grade better) as web member. p CIVIL JF * X (16130116 ` t bid.. dad Sao � l �� � o•023 2 FOFCAL\F' December 10.2014 AWARNM -Vent y dasign Parametan and NEAR NOTES ON THIS AND 1NO.VDED MI7EK REFERENCE PAGE M71.7473 res 1/29/2014 BMW USE Design valid for use only with fATek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown ` is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding. fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 14515 N. Outer Forty, Suite #300 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.' Chesterfield, MO 83017 If Southern 'Pine (SPI lumber is mp ifled, the design valuesare those effective 06/01/2013 by AlSC A JANUARY 1, 2009 SCAB -BRACE DETAIL ST - SCAB -BRACE MiTek USA, Inc. Page 1 of 1 Note: Scab -Bracing to be used when continuous • O 00 lateral bracing at midpoint (or T -Brace) is impractical. Scab must cover full length of web +/- 6". MiTek USA, Inc. *** 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 OF 10d (3" X 0.131") NAILS SPACED 6" O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. MAXIMUM WEB AXIAL FORCE = 2500 lbs - MAXIMUM WEB LENGTH = 12'-0" SCAB BRACE 2x4 MINIMUM WEB SIZE , MINIMUM WEB GRADE OF #3 } ��NC,INEER.ST '9 O?P DAVID �cn BAXTER OT in U) Exp. DEC. 31, 2016 m � CIVIL do i o�allo•023A2$aO Nails Section Detail ' oQFtOFESS/pN9 ®E Scab -Brace Web - LU C 60384 rn ,t '—EXP os/301j>� Scab -Brace must be same species rade or better as web member. P 9 ( � .) �rFOFCAl1F0� December 10,2014 ® WARNTAG -Verity design paramewrs and READ FATES ON THISAND INCLUDED NMK REFEREAa PARE KII.7473 ret 1/19/1014 BEFORE USE Design void for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility a'• building designer - not truss designer. Bracing shown is for lateral support ofindividual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 14515 N. Outer Forty, Suite 0300 Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. 14515 N. Ould. or 83077 It Southern Pine (SP) lumber is specified, the design values are these effective 06/01/2013 by AISa May 24, 2012 Standard Gable End Detail ST-GE130-SP ^0O j \uo/ IjCZ= 0 00 LKL—LIM MiTek USA, Inc. DIAGONAL BRACE Typical _x4 L -Brace Nailed To 2x Verticals W/10d Nails, 6" o.c. Vertical Stud SECTION B -B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. 12 Q Varies to Common Truss MiTek USA, Inc. Page 1 Of 2 Vertical Stud (4) - 16d Common Wire Nails DIAGONAL Minimum Stud B CE 1x4 16d Common DIAGONAL Wire Nails Stud Size Spacing Spaced 6" o.c. (2) - 1 Od Common 2x6 Stud or Wire Nails into 2x6 R\ 2x4 No.2 of better Species \Typical Horizontal Brace Nailed To 2x Verticals SECTION A-A2x4 bud w/(4) -10d Common Nails SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST il� RAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d COMMON WIRE NAILS. 3x4 = (4) - 8d NAILS MINIMUM, PLYWOOD SHEATHING TO 2x4 STD SPF BLOCK 1k - Diagonal Bracing ** _ L -Bracing Refer Refer to Section A -A to Section B -B NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6" O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0" O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH (4) 10d NAILS THROUGH 2x4. (REFER TO SECTION A -A) 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. 24" Max Roof Sheathing Diag. Brace at 1/3 pointE if needed Diagonal braces over 6'-3" require a 2x4 T -Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 I -braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d common wire nails 8in o.c., with 3in minimum end distance. Brace must cover 90% of diagonal length. MAX MEAN ROOF HEIGHT = 30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98, ASCE 7-02, ASCE 7-05 130 MPH ASCE 7-10 160 MPH DURATION OF LOAD INCREASE: 1.60 1'-3" Max. End Wall STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. CONNECTION OF BRACING IS BASED ON MWFRS. I / 2x6 DIAGONAL BRACE SPACED 48" O.C. ATTACHED TO VERTICAL WITH (4) -16d COMMON WIRE NAILS AND ATTACHED TO BLOCKING WITH (5) - 10d COMMONS. HORIZONTAL BRACE (SEE SECTION A -A) �GilN E ER, PROFESS/ DAVID C-0� BAXTER C 60384 M Exp. DEC. 31, 2016 Z CIVIL m XP. 06/30/16 ac �D.023AZa OFCAk- -. December 10,2014 ®WARNING -Vent y dasign parame tern and READ MITES ON THIS AND TAClODEO MITEK REFEAE7KE PAGE NTI.7473 reg 1/29/2014 SUM USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. sot of design parameters and proper Incorporation of component is responsibility of balding designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek" fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 14515 N. Outer Forty, Suite 0300 Safety or available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield, MO 83017 If Southern Pine [SP) lumber Isspecified, the design ralues are those effective 06/01/2013 by ALSC 2 DIAGONAL Minimum Stud Without 1x4 2x4 DIAGONAL BRACES AT Stud Size Spacing Brace L -Brace L -Brace BRACE 1/3 POINTS Species and Grade Maximum Stud Length 2x4 SP No. 3/Stud 12" O.C. 4-0-7 4-5-6 6-3-8 8-0-15 12-1-6 2xa SP No.3/ Stud 16" O.C. 1 3-8-0 3-10-4 5-5-6 7-4-1 11-0-1 2x4 SP No.3/ Stud 24" O.C. 1 3-0-10 3_1_12 4-5-6 6-1-5 9-1-15 Diagonal braces over 6'-3" require a 2x4 T -Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 I -braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d common wire nails 8in o.c., with 3in minimum end distance. Brace must cover 90% of diagonal length. MAX MEAN ROOF HEIGHT = 30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98, ASCE 7-02, ASCE 7-05 130 MPH ASCE 7-10 160 MPH DURATION OF LOAD INCREASE: 1.60 1'-3" Max. End Wall STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. CONNECTION OF BRACING IS BASED ON MWFRS. I / 2x6 DIAGONAL BRACE SPACED 48" O.C. ATTACHED TO VERTICAL WITH (4) -16d COMMON WIRE NAILS AND ATTACHED TO BLOCKING WITH (5) - 10d COMMONS. HORIZONTAL BRACE (SEE SECTION A -A) �GilN E ER, PROFESS/ DAVID C-0� BAXTER C 60384 M Exp. DEC. 31, 2016 Z CIVIL m XP. 06/30/16 ac �D.023AZa OFCAk- -. December 10,2014 ®WARNING -Vent y dasign parame tern and READ MITES ON THIS AND TAClODEO MITEK REFEAE7KE PAGE NTI.7473 reg 1/29/2014 SUM USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. sot of design parameters and proper Incorporation of component is responsibility of balding designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek" fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 14515 N. Outer Forty, Suite 0300 Safety or available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield, MO 83017 If Southern Pine [SP) lumber Isspecified, the design ralues are those effective 06/01/2013 by ALSC JULY 11, 2011 LATERAL TOE -NAIL DETAIL ST -TOENAIL ' 00 0 00 0 00 a MiTek USA, Inc. MiTek USA, Inc. Page 1 of 1 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES FOR MEMBERS OF DIFFERENT SPECIES. SQUARE CUT VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (Ib/nail) X 1.15 (DOL) = 317.0 Ib Maximum Capacity 45 DEGREE ANGLE BEVEL CUT SIDE VIEW ' 111% SIDE VIEW SIDE VIEW (2x4) (2x3) 3 NAILS 2 NAILS NEAR SIDE NEAR SIDE i FAR SIDE NEAR SIDE ---I FAR SIDE SIDE VIEW (2x6) 4 NAILS , NEARS DE { FAR SIDE NEAR SIDE FAR SIDE �ODAVII! INER.SNROFESS/?e 811a_ �y 14 TOE -NAIL SINGLE SHEAR VALUES PER NDS 2005 (Ib/nail) DIAM. SP DF HF SPF SPF -S O .131 88.1 80.6 69.9 68.4 59.7 Z O .135 93.5 85.6 74.2 72.6 63.4 J Zn .162 118.3 108.3 93.9 91.9 80.2 vi .128 84.1 65.3' 57.0 z 131 88.1 80.6 69.9 68.4 59.7 N 148 106.6 97.6 84.7 82.8 72.3 ai O .120 73.9 676 SiFt 7 57.4 50.1 O•128 84.1 76.9 66.7 65.3 57.0 o .131 88.1 80.6 69.9 68.4 59.7 cli .148 106.6 97.6 84.7 82.8 72.3 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (Ib/nail) X 1.15 (DOL) = 317.0 Ib Maximum Capacity 45 DEGREE ANGLE BEVEL CUT SIDE VIEW ' 111% SIDE VIEW SIDE VIEW (2x4) (2x3) 3 NAILS 2 NAILS NEAR SIDE NEAR SIDE i FAR SIDE NEAR SIDE ---I FAR SIDE SIDE VIEW (2x6) 4 NAILS , NEARS DE { FAR SIDE NEAR SIDE FAR SIDE �ODAVII! INER.SNROFESS/?e 811a_ �y 14 FEBRUARY 14, 2012 TRUSSED VALLEY SET DETAIL ST-VALLEY2 (BEVELED BOTTOM CHORD) 0 00 0 0o GABLE END, COMMON TRUSS OR GIRDER TRUSS MiTek USA, Inc. MiTek USA, Inc. Page 1 of 1 NOTE: VALLEY STUD SPACING NOT TOTAL TOP CHORD LOAD = 65 PSF (MAX) TO EXCEED 48" O.C. SPACING D.O.L. INC = 1.15 ASCE 7-98, ASCE 7-02, ASCE 7-05 (MWFRS) 110 MPH WIND ASCE 7-10 (MWFRS) 140 MPH WIND This detail is applicable for trusses with chord and web sizes using 2x3 and larger dimension lumber. P 12 13 BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO BASE TRUSS W/ (2) 16d TOE NAILS SEE DETAIL" A, B, OR C BELOW (TYP.) 12 11 BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO BASE TRUSS W/ (2 ) 16d TOE NAILS DETAIL A I DETAIL B (BASE TRUSSES SHEATHED) (NO SHEATHING) 1. INSTALL BASE TRUSSES. 2. DETAIL A, APPLY SHEATHING TO TOP CHORD OF SUPPORTING TRUSSES. DETAILS B & C, VALLEY TRUSSES MAY PROVIDE BRACING. BASE TRUSSES MUST BE DESIGNED FOR PURLIN SPACING EQUIVALENT TO VALLEY TRUSS SPACING (NOT TO EXCEED 24" D.C.). 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL A, B, OR C ABOVE. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 5. ALL NAILS TO BE (0.131" X 3-1/2") NOTE: FOR VALLEY TRUSSES BUILT WITH 2x3 LUMBER, BASE TRUSSES ARE NOT TO EXCEED AN 8/12 PITCH AND VALLEY TRUSSES BUILT WITH 2x4 GABLE END, COMMON TRUSS OR GIRDER TRUSS 9 10 BEVEL VALLEY TRUSS ,( SECURE VALLEY TRUSS W/ USP RT7 OR EQUIVALENT DETAIL C (NO SHEATHING) Q�OFESS/pNq M. eq�T C 60384 F� M EXP. 06/30/16 * , OFCAUF� December 10,2014 A WARNING -Verity design parameters and HEAD NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NII -7473 res. 1129/1014 8608E USE Design void for use only with MTek connectors. This design is based only upon parameters shown. and is for on individual building component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI) Ouallty Cdtedo, DSB-89 and BCSI Building Component 14515 N. Outer Forty, Suite 0300 Safety Insormallon available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandra, VA 22314. Chesterfield, MO 63017 I/ SouMem Pine (SP) lumber :is spec ifled, the design values are thdse effective 06/01/2013 by ALSC --- -- --- -- --- -- --- — wq i, BASE TRL VALLEY ( 24" TRUSS O.C. ) TYPICAL TYPICAL VALLEY TRUSS TYPICAL 5 (24" O.C.) This detail is applicable for trusses with chord and web sizes using 2x3 and larger dimension lumber. P 12 13 BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO BASE TRUSS W/ (2) 16d TOE NAILS SEE DETAIL" A, B, OR C BELOW (TYP.) 12 11 BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO BASE TRUSS W/ (2 ) 16d TOE NAILS DETAIL A I DETAIL B (BASE TRUSSES SHEATHED) (NO SHEATHING) 1. INSTALL BASE TRUSSES. 2. DETAIL A, APPLY SHEATHING TO TOP CHORD OF SUPPORTING TRUSSES. DETAILS B & C, VALLEY TRUSSES MAY PROVIDE BRACING. BASE TRUSSES MUST BE DESIGNED FOR PURLIN SPACING EQUIVALENT TO VALLEY TRUSS SPACING (NOT TO EXCEED 24" D.C.). 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL A, B, OR C ABOVE. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 5. ALL NAILS TO BE (0.131" X 3-1/2") NOTE: FOR VALLEY TRUSSES BUILT WITH 2x3 LUMBER, BASE TRUSSES ARE NOT TO EXCEED AN 8/12 PITCH AND VALLEY TRUSSES BUILT WITH 2x4 GABLE END, COMMON TRUSS OR GIRDER TRUSS 9 10 BEVEL VALLEY TRUSS ,( SECURE VALLEY TRUSS W/ USP RT7 OR EQUIVALENT DETAIL C (NO SHEATHING) Q�OFESS/pNq M. eq�T C 60384 F� M EXP. 06/30/16 * , OFCAUF� December 10,2014 A WARNING -Verity design parameters and HEAD NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NII -7473 res. 1129/1014 8608E USE Design void for use only with MTek connectors. This design is based only upon parameters shown. and is for on individual building component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI) Ouallty Cdtedo, DSB-89 and BCSI Building Component 14515 N. Outer Forty, Suite 0300 Safety Insormallon available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandra, VA 22314. Chesterfield, MO 63017 I/ SouMem Pine (SP) lumber :is spec ifled, the design values are thdse effective 06/01/2013 by ALSC nr s YIla 3 j Pd 2 t�11+ d3 86 v 6 1 • a 9 g R J $� .& R 6g$ Ip peE/i 8& d E a �p• � r 8Y''k �� 118 d! Bkpg d jqA� q'fall 1 3I Z i 8 8 p8 8t s8F r 8f of 1 Mdi e$&p.� OR I 9 c a l4 < �� �b � 8 � � s fib �� � � p �1 � • �%/ �& i U)��of oa lfil��,� gg ally � � �l� � �� � s� 4� � B � 9 � 9Q�5� a8 ji s' � � y• ppg�� � �� all i's 6 E RO •� • a d6,1 a JAI � �t Poi •. � � 8����$�F ��8���8� n � � TQ : �Bg ���� ear e fi 9 gnus fl g b , 3� 8 ' s?IH.I J, 41 fill a I Ell E�1 s �e fisR3a � lag, 11�11 g s @ &fig 8 1 fi 6 eYa �o �/� 666555 ! Q5 g@ra 9 ,gym fi ANN 8 tM 85 48 is It "tip Do �� 6a 8 �pp b W bF p��m6b#BIB�� �Qtl ofifa 1�� �gq�b" e39➢e - - '� 4 •::cry 1� t :.1 t r • ` 1Y G-R-EGORY A. PEITZ ARC.HITECT 383 Rio Lindo Ave. Chico, CA. 95926 -(530) 894-5719 . RECEIVED NOV 2 8 2015 TRB ANb ASSOC1ATr2S . 8 1 Str.uctural Calcula.tons- for: 1,9 PERMIT# 'Z3 ,AOR CODE COMP a r BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR DEC 0 101 Q00E OONIRLIANCE TRB AND BYI E� qRC .. ASSOce r -,7°Z ��GpRY`A. No. C2121 REN. 7/ 7 r 1 • CI-- �'i.-ia 8 t JAStructuraMesign Data - Residential.doc I i�� 45 DESIGN DATA Code used: 2013 California Building Code Floor loading: Live loads: Uninhabitable attics w/o storage: l Opsf 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: 20lbs/SF Dead loads: Typical roof - 14 Ibs/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 Sl 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 foctor(s), R 6.5 Analysis procedure; Equivalent lateral force procedure ' t. 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. X = 1.21 (figure 28.6-1) 6. Roof slope: 22.620 (5/12) 7. Mean roof height: less than 15 ft: PS = k KZq POO . ( eq. 28.6-1) Wind Pressures Roof internal zone: (0.30 psf) (.6) = 0.18 psf Roof end zone: (-1.56 psf) (.6) = -0.93 psf - [(2)(0.18psf) + (-0.93psf)] / 3 = 0 psf average overall wind pressure Wall internal zone: (21.24 psf) (.6) = 12.74 psf Wall end zone: (30.62 psf) (.6) = 18.37 psf [(2)(12.74psf) + (18.37psf)] / 3 = 14.62 psf average overall wind pressure. 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. X = 1.21 (figure 28.6-1) 6. Roof slopes: 300 - 450 (7/12 - 12/12) �7. Mean roof height: 15 ft. PS = KZt POO (eq. 28.6-1) Wind Pressures Roof internal zone: (14.28 psf) (.6). = 8.57 psf Roof end zone: (17.91 psf) (.6) = 10.75 psf , [(2)(8.57psf) + (10.75psf)] / 3 = 9.30 psf average overall wind pressure Wall internal zone: (20.82 psf) (.6) = 12.50 psf Wall end zone: (26.14 psf) (.6) = 15.70 psf [(2)(12.50psf) + (15.70psf)] / 3 = 13.57 psf average overall wind pressure Ilk 76'-4" C.0 rn O BUILDING DIAGRAM R-3 FRONT ELEVATION to� 4 Re.) 12,R PARTIAL RIGHT ELEVATION- ' -7" 13'-7" 6'-7" 16'-3" ,--- <150 — — -- — — — — — — — — - REACTION SUMMARY RXN HIND SEISMIC, I y < 0.9zk-'- 2 2.ibk. I.q2k- 1.211-. 0-eB� 1. !s o.qq V- -?'Y 3.98k- L-71 I ", c, I LA % O.'7y LEFT ELEVATION Ll I Zp j8p� cc c c ------------- L(lp + e SHEARWALLS LINE I 8 gym - 3/8" GDXply. w/ ad's @ ,� ,12 o.c. ❑ 5 coat plaster ❑ ( ) gyp. bd. w/ ( )@ ( ); AT ALL SUPPORT5, ANCHOR BOLTS is GBG specified Y2" 0 o.b.'s @ 6-0" o.c. w/ min. (2) o.b.'s per wall is adequate ❑ Y2" (P anchor bolts @ O.C. A35 / RBC ❑ RBO's ® o .c . A55's o y `-O" o.c. ❑ NONE REaV OVERTURNING Lq 01 No holdown's req'cl ❑ 0516 Holddown Straps to Rim Joist below ❑ Portal Frame w/ "Simpson" 5T6224 straps from 4x post to continous header. ❑ HDU2, 55TB16 @ 5ing1e pour, 55TB20 @ 2 Pour ❑ HDU4, 55TB20 @ 5ing Ie pour, 55TB24 @ 2 Pour COLLECTOR/CHORD ❑ ( ) 16d's per top a splice ❑ C516 strap sp I ices ❑ 5T6224 strap splices 1771 Drag Truss BLOCKED no 0 T. LINE 2- R 2_= 1. Il �- VgALLS= 11.01 SHEARWALLS cl 3/8" GDXply. w/ Sd's @ (p ,12 o.c. El coat plaster ❑ ( ) gyp. bd. w/ (. )@ ( ), AT ALL SUPPORTS, BLOCKED -ANCHOR BOLTS 2. ❑ GBG specified Y2" 0 a.b.'s @ 6-0" o.c. w/ min. (2) a.b.'5 per wall i5 adecquate Y2" 0 anchor bolts y ��O`�o.G. w'1c i oQr 2 . i-6le--/ 6 ^ L( ❑ RBC's a 0.0. ¢_ A5515 @ Lj �- c I O.G. C� ✓G n t c ❑ NONE RF-a'D OVERTURNING ea, El °�° •.ems ❑ No holdown'5 rec�'d' ❑ 0516 Holddown Straps to Rim Joist below ❑ Portal Frame H/ "Simpson" 5T6224 straps from 4x post to Gontinou5 header. HDU2, 55TB16 @ 5ingle pour, 55TB20 @ 2 Pour ❑ HDU4, SSTB20 ® Single pour, 55TB24 @ 2 Pour COLLECTOR / CHORD ❑ ( ) Ibd's per top R splice 9 6516 strap 5p I ices e 5 Q V -G w "- ❑ ST6224 strap sp I ices 2 Drag Truss A LINE 3 R; WALLS= SH EARWALLS ® 3/8" GDXp 11y. VV 8d's Ll El coat plaster ❑ ( ) gyp. bd. H/ ( )� ANCHOR BOLTS ,12 o.c. ), AT ALL SUPPORTS, ❑ GBG specified Y2" 0 a.b.'s a 6-0" o.c. H/ min. (2) a.b.'s per Hall is adequate Y2" (P anchor bolts @ 8 �.,e O.C. A35 / RBC .°(4= ❑ RBC's � o.c. ❑ NONE REa'D C") /-ZY, PLO BLOCKED OVERTURNING I1� S2 � •`�yLi Estes) (a> yz 2.6S k - El No holdown's recL'cl ❑ G516 Holddown Straps to Rim Joist below ❑ Portal Frame H/ "Simpson" 576224 straps from 4x post to continous header. 10HDU2, SSTB16 @ Single, pour, SSTB2O @ 2 Pour ❑ HDU4, 55TB2O @Single pour, 55TB24 @ 2 Pour COLLECTOR / CHORD ❑ (, ) 16d's per top q splice ❑ G516 strap splices ❑ 5T6224 strap splices 1.3 k.. Drag Truss t0 LINE WALLS= SHEARWALLS ; 10.6'. _ 3/8" GDX ply. H/ ad's �j ,12-o.c. ❑ 5 coat plaster ❑ ( ) gyp. bd. H/ AT ALL SUPPORTS, BLOCKED ANCHOR BOLTS CBO, specified Y2" 0 a.b.'s 6'-O o.c. w/ min. - (2) a.b.'s per "wall is adequate ❑ Y2" - 0 anchor bo Its. @ O.C. A351 RBC ❑ RBG's @ O.C. f A35 s ❑ NONE REG "D OVERTURNING ❑ No holdown's. recL'd ❑ 0516 Holddown Straps to Rim Joist below ❑ Portal f=rame H/ "Simpson" 5T6224 straps from 4x post to continous header. FREI HDU2, 55TB16 @ ' Single pour, 55TB20 @ 2 Pour ❑ HDU4, 55T520 @ Sing le pour, 55TB24 @ 2 Pour. ' COLLECTOR / CHORD ❑ ( ) 16d's per top IZ sp lice. ❑ 6516 strap splices ❑ 5T6224 strap sp I ices 0 p . Drag Truss + LINE RS=0, S1 WALLS= i2 .6, SHEARWALLS fb 3/8" GDX ply. w/ 8d'5 ® 6 ,12 o.c. ❑ 5 coat plaster ❑ ( )gyp. bd. W ( )@ ( ), AT ALL SUPPORTS, ANCHOR BOLTS GBG specified %2" 0 a.b.'s @ 6-0" o.c. w/ min. (2) a.b.'s per wdll is adecLuate ❑ Y2" 0 anchor bolts @ o.c. A35 / RBC ❑ RBG's � o .c . A55 ❑ NONE REG2'D OVERTURNING r C ❑ No holdown's req,'cl ❑ 0516 Holddown Straps to Rim' Joist below ❑ Portal Frame H/ "Simpson" 5T6224 straps from 4x post to continous header. C HDU2, 55TO16 @ Single pour, 55T52O @ 2 Pour ❑ HDU4, SSTB2O @ Single pour, 55TB24 2 Pour f�Al 1 C/TAf'1 / Al IAI'11'1 .. f Y ❑ ( ) Ibd's per top e , splice, ❑ G516 strap splices ❑ 5T6224 strap splices ❑ Drag Truss BLOCKED , BLOCKED LINE A V4ALL5= 5 , 1-,5.54 � e�°y' 12 AS SHEARWALLS,_ 3/8" GDX ply. w/ ad's @ 12 0.0. r - Q El coat plaster P ❑ ( ) gyp. AT ALL SUPPORTS, BLOCKED. ANCHOR BOLTS GBG specified %2" 0 a.b.'s @ 6'-0" o.c. w/ min. (2) a.b.'s per wall is adequate ❑ Y2" 0 anchor bolts @ o.c. A35 / RBC ❑ RBC's @ 041. MU . A55's a L/ 1-01' 041. ❑ NONE REa'D OVERTURNING ❑ No holdown's req'cl ❑ G516 Ho lddown Straps to Rim Joist be low ❑ Portal f=rame w/ "Simpson" 5T6224 straps from 4x post to continous header. HDU2, 55TB16 @ Single pour, 55TB2O @ 2 Pour ❑ HDU4, 55TB2O ® Single pour, 55TB24 @ 2 Pour COLLECTOR / CHORD ❑ ( ) 16d's per top g spl ice G516 strap splices ❑ 5T6224 strap sp I ices 0 Drag Truss LINE E R13=-�), 9&1--WALL5= SHEARWALLS 0 3/8" ODX p ly. w/ 8d's ,12 o.c. ❑ 5 coat plaster ❑ ( ) gyp. bd. w/ ( )@ ( ), AT ALL SUPPORTS, ANCHOR BOLTS w ❑ 0B0 specified Y2" 0 a.b.'s 6-0" o.c. w/ min. (2) a.b.'s per wall is adequate 0 Y2" 0 anchor bolts @ ( `' O.C. ❑ RBG's ® 0.0. ❑ NONE REa'D OVERTURNING � — F5 ❑ No holdown's req'cl ❑ 0516 Holddown Straps to Rim Joist below ❑ Portal f=rame w/ "Simpson" ST6224 straps from 4x BLOCKED post to continous header. ❑ HDU2, 55T516 @ Single pour, 55T520 @ 2 Pour HDU4, 55TB20 @ Single pour, 55TB24 @ 2 Pour COLLECTOR / CHORD ❑ ❑ ❑ ❑ ( ) 16d's per top g 0516 strap sp I ices 5T6224 strap splices Drag Truss splice BLOCKED • i t t• �3 . I �. I �� LINE C_ R NALL5= SHEARWALLS , �g �-��s ►^ `� _. Q 3/8" ,ODXpp ly. w/ 8d's 3 ,12 o.c, El coat raster ❑ ( ) gyp. bd. w/ AT ALL 5UFFORTS, BLOCKED ANCHOR BOLTS CBG specified Y2" 0 a.b.'s @ 6-O" o.c. w/ min. (2) a.b.'s per wall is adequate ❑ Y2" O • anchor bolts @ O.C. P`7 2 ❑ R50 IS @o.c. ❑ NONE REa V OVERTURNING ❑ No holdown's req'd ❑ C516 Holddown Straps to Rim Joist below Portal f=rame w/ "Simpson" 5T6224 straps from 4x post to continous header.. HDU2, 55TB16. @ Single pour, 55TB20 @ 2 Four ❑ HDU4, 55TB20 @ Single pour, 55TB24 @ 2 Four COLLECTOR / CHORD ❑ ( ) 166's per top I splice ;N C516 "strap splices ❑ 5T6224 strap splices ❑ Drag Truss LINE. SHEARWALLS 3/8" GDX ply. w/ ad's @ ,12 o.c. ❑ 5 coat plaster ❑ ( ) gyp. bd. w/ ( )@ ( ), AT ALL SUPPORTS, ANCHOR BOLTS ® GBG specif ied Y2" 0 a.b.'s @ 6-0" o.c. w/ min. (2) a.b.'s per wall is adequate ❑ Y2" (P anchor bolts @ C.C. A35 / RBC BLOOKED ❑ RBO's @ 041. ❑M A55's @YI -o" o.c. ❑ NONE REQ'D OVERTURNING -7-7 ® No holdown's req'd ❑ 0516 Ho lddown Straps to Rim Joist be low ❑ Portal f=rame w/ "Simpson" 5T6224 straps from 4x post to continous header. ❑ HDU2, 55TB16 @ Single pour, SSTB20 @ 2 Pour ElHDU4, ,55T520 @ Single pour, 55TB24 @ 2 Pour COLLECTOR / CHORD ❑ ( ) 16d's per top g splice ❑ 0516 strap splices ❑- 5T6224 strap sp I ices ❑ Drag Truss ' page` Project: C Q R 4 S StruCalc 9.0 Location: 8050 XOX Window Header in Nook StruCalc Version 9.0.2.5 9/14/2016 9:35:14 AM / Roof Beam of [2012 International Budding Code(2012 NDS)] 5.5 IN x 9.5 IN x 8.3 FT #1 Douglas -Fir -Larch - Dry Use Section Adequate By: 50.3% Controlling Factor: Moment DEFLECTIONS Center Adjusted Beam Length: Live Load 0.08 IN U1303, 8.3 Dead Load 0.06 in LL = Total Load 0.14 IN U709 psf Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A B 15 Live Load 1868 Ib 1868 Ib TributaryWidth: Dead Load 1564 Ib 1564 Ib 2.5 'Total Load 3432 Ib 3432 Ib Side Two: Bearing Length 1.00 in 1.00 in, WT = BEAM DATA Roof Live Load: Span Length 8.3 ft 20 Unbraced Length -Top 0 ft Roof Dead Load: Unbraced Length -Bottom 0 ft 15 Roof Pitch 5 :12 Tributary Width: Roof Duration Factor 1.15 20 MATERIAL PROPERTIES Wall Load: #1 - Douglas -Fir -Larch 0 Base Values Adiusted Bending Stress: Fb = 1350 psi Fb' = 1553 psi ` Cd=1.15 CF= 1.00 Shear Stress: Fv = 170 psi Fv"=' -196 psi k Cd=1.15 Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi Comp. l to Grain: Fc -1= 625 psi Fc -1' = 625 psi Controlling Moment: 7121 ft -Ib 4.15 ft from left support Created by combining all dead and live loads. Controlling Shear: -3432 Ib At support. Created by combining all dead and live loads. Comparisons with require_ d sections: Read Provided Section Modulus: 55.04 63 82.73 in3 Area (Shear): 26.33 in2 52.25 int ; Moment of Inertia (deflection): 99.72 in4 392.96 in4 Moment: 7121 ft -Ib 10703 ft -lb - Shear: -3432 lb' 6810 Ib Side One: Adjusted Beam Length: Ladj = 8.3 Roof Live Load: LL = 20 psf Roof Dead Load: DL = 15 psf TributaryWidth: TW = ` 2.5 ft Side Two: Total Uniform Load: WT = 827 Roof Live Load: ' LL = 20 psf Roof Dead Load: DL = 15 psf, Tributary Width: TW = 20 ft Wall Load: WALL = 0 SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 8.3 ft Beam Self Weight: BSW = 11 plf Beam Uniform Live Load: wL = 450 plf Beam Uniform Dead Load: wD_adj = 377 plf Total Uniform Load: WT = 827 plf _ I8 ���� Page Project: `� `� StruCalc 9.0 Location: 9068 S.G.D. Header StruCalc Version 9.0.2.5 9/14/2016 9:25:45 AM / Roof Beam or [2012 International Building Code(2012 NDS)] 5.5INz9.5INx9.3FT #1 - Douglas -Fir -Larch - Dry Use Section Adequate By: 41.4% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.10 IN U1097 Dead Load 0.09 in Total Load 0.19 IN U596 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: L/M REACTIONS A B Live Load 1767 Ib 1767 Ib Dead Load 1488 Ib 1488 Ib Total Load 3255 Ib 3255 Ib Bearing Length 0.95 in 0.95 in BEAM DATA Span Length 9.3 ft Unbraced Length -Top 0 R 9.3 ft Unbraced Length -Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 • ROOF LOADING MATERIAL PROPERTIES Side One: #1 - Douglas -Fir -Larch Roof Live Load: LL = 20 psf Base Values Adjusted Roof Dead Load: DL= 15 psf Bending Stress: Fb = 1350 psi Fb' = 1553 psi Tributary Width: TW = 4 ft Cd=1.15 CF= 1.00 Side Two: Shear Stress: Fv = 170 psi FV _ • 196 psi Roof Live Load: LL = 20 psf Cd=1.15 Roof Dead Load: DL= 15 psf Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi Tributary Width: TW = 15 ft Comp. 1 to Grain: Fc - 1= 625 psi Fc -1' = 625 psi Wall Load: WALL = 0plf Controlling Moment: 7569 ft -Ib 4.65 ft from left support Created by combining all dead and live loads. SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Controlling Shear: -3255 Ib Adjusted Beam Length: Ladj = 9.3 ft At support. Beam Self Weight: BSW = • 11 plf Created by combining all dead and live loads. Beam Uniform Live Load: wL = 380 plf Beam Uniform Dead Load: wD adj = 320 plf Comparisons with required sections: Read Provided Total Uniform Load: WT = 700 plf Section Modulus: 58.5 in3 82.73 in3 Area (Shear): 24.98 int 52.25 in2 Moment of Inertia (deflection): 118.76 in4 392.96 in4 Moment: 7569 ft -Ib 10703 ft -Ib . Shear: -3255 Ib 6810 Ib Project: Adjusted Beam Length: Location: Rear Patio Beam 16.5 Roof Beam ' LL = [2012 International Building Code(2012 NDS)] psf 5.125 IN x 9.0 IN x 16.5 FT DL= 24F -V4 - Visually Graded Western Species - Dry Use psf Section Adequate By: 76.6% TW = Controlling Factor: Deflection ft DEFLECTIONS Center Total Uniform Load: Live Load 0.33 IN U605 209 Dead Load 0.30 in LL = Total Load • 0.62 IN U318 psf Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A B 15 Live Load 908 Ib 908 Ib Tributary Width: Dead Load 820 Ib 820 Ib 3 Total Load 1728 Ib 1728 Ib Wall Load: Bearing Length 0.52 in 0.52 in 0 BEAM DATA Span Length 16.5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES 24F -V4 - Visually Graded Western Species Base Values Adjusted Bending Stress: ' Fb = 2400 psi Controlled by: Fb_cmpr = 1850 psi Fb' = 2760 psi Cd=1.15 Shear Stress: Fv = 265 psi Fv' = 305 psi Cd=1.15 Modulus of Elasticity: E = 1800 ksi E'= 1800 ksi Comp. -L to Grain: Fc -1= 650 psi Fc - -L = 650 psi Controlling Moment: 7125 ft -Ib 8.25 ft from left support Created by combining all dead and live loads. Controlling Shear: 1727 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: . Rea'd Provided Section Modulus: 30.98 in3 69.19 in3 Area (Shear): 8.5 in2 46.13 in2 Moment of Inertia (deflection): 176.32 in4 311.34 in4 Moment: 7125 ft -Ib 15913 ft -Ib Shear: 1727 lb 9371 Ib page StruCalc 9.0 StruCalc Version 9.0.2.5 9/14/2016 9:38:37 AM / of Side One: Adjusted Beam Length: Ladj = 16.5 Roof Live Load: LL = 20 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 2.5 ft Side Two: Total Uniform Load: WT = 209 Roof Live Load: LL = 20 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 3 ft Wall Load: WALL = 0 SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 16.5 ft Beam Self Weight: BSW = 10 plf Beam Uniform Live Load'. wL = 110 pif Beam Uniform Dead Load: wD_adj = 99 pif Total Uniform Load: WT = 209 plf 'Project: C wA t—\ycs- Location: Front Porch Beam Roof Beam (2012 International Building Code(2012 NDS)] 5.6 IN x 7.5 IN x 10.7 FT #1 - Douglas -Fir -Larch - Dry Use Section Adequate By: 69.4% Controlling Factor: Moment DEFLECTIONS Center Adjusted Beam Length: Live Load 0.12 IN U1036 10.7 Dead Load 0.11 in LL = Total Load 0.23 IN U551 psf Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A B 15 Live Load 695 Ib 695 Ib Tributary Width: Dead Load 613 Ib 613 Ib 2.5 Total Load 1308 Ib 1308 Ib Side Two: Bearing Length 0.38 in 0.38 in WT = BEAM DATA Roof Live Load: Span Length 10.7 ft 20 Unbraced Length -Top 0 ft Roof Dead Load: Unbraced Length -Bottom 0 ft 15 Roof Pitch 5 :12 Tributary Width: Roof Duration Factor 1.15 4 MATERIAL PROPERTIES Wall Load: #1 - Douglas -Fir -Larch , 0 Base Values Adiusted Bending Stress: Fb = 1200 psi Fb' = 1380 psi Cd=1.15 CF= 1.00 Shear Stress: Fv = 170 psi Fv' = 196 psi Cd=1.15 Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi Comp. -L to Grain: Fc -1= 625 psi Fc -1' = 625 psi Controlling Moment: 3500 ft -Ib 5.35 ft from left support Created by combining all dead and live loads. Controlling Shear: -1308 Ib At support. Created by combining all dead and live loads.. Comparisons with required sections: . Read Provided Section Modulus: 30.44 in3 51.56 in3, Area (Shear): 10.04 int 41.25 int Moment of Inertia (deflection): 63.19 in4 193.36 in4 Moment: 3500 ft -Ib 5930 ft -Ib Shear: -1308 lb 5376 lb 20 Page StruCalc 9.0 StruCalc Version 9.0.2.5 9/14/2016 9:42:34 AM / of Side One: Adjusted Beam Length: Ladj = 10.7 Roof Live Load: LL = 20 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 2.5 ft Side Two: Total Uniform Load: WT = 245 Roof Live Load: LL = 20 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 4 ft Wall Load: ;WALL = 0 olf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 10.7 ft Beam Self Weight: BSW = • 9 plf Beam Uniform Live Load: wL = 130 plf Beam Uniform Dead Load: wD_adj = 115 plf Total Uniform Load: WT = 245 plf 0 ,Project: OOck 1 q L f• Location: Dining Room Window Header Roof Beam [2012 International Building Code(2012 NDS)] 5.51Nx7.5INx5.3FT #1 - Douglas -Fir -Larch - Dry Use Section Adequate By: 104.8% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.03 IN U2463 Dead Load 0.02 in Total Load 0.05 IN U1344 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: 0180 REACTIONS A B Live Load 1193 Ib 1193 Ib Dead Load 993 Ib 993 Ib Total Load 2186 Ib 2186 Ib , Bearing Length 0.64 in 0.64 in BEAM DATA Adjusted Beam Length: Ladj = Span Length - 5.3 ft LL = Unbraced Length -Top 0 ft Roof Dead Load: Unbraced Length -Bottom 0 ft psf Roof Pitch 5 :12 2.5 Roof Duration Factor 1.15 Side Two: Total Uniform Load: MATERIAL PROPERTIES 825 ' #1 - Douglas -Fir -Larch 20 psf Roof Dead Load: Base Values Adjusted Bending Stress: Fb = 1200 psi Fb' = 1380 psi 20 Cd=1.15 CF= 1.00 Wall Load: Shear Stress: Fv = 170 psi Fv' _ 196 psi 'Cd=1.15 Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi Comp. -L to Grain: 'Fc -1= 625 psi Fc - -L' = 625 psi Controlling Moment: 2895 ft -Ib 2.65 ft from left support Created by combining all dead and live loads. Controlling Shear: 2185 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 25.18 in3 51.56 in3 Area (Shear): 16.77 in2 41.25 in2 Moment of Inertia (deflection): 25.89 in4 193.36 in4 Moment: 2895 ft -Ib 5930 ft -Ib Shear: 2185 Ib .5376 Ib StruCalc 9.0 Paee StruCalc Version 9.0.2.5 9/14/2016 9:44:54 AM / of J Side one: Adjusted Beam Length: Ladj = 5.3 Roof Live Load: LL = 20 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 2.5 ft Side Two: Total Uniform Load: wT = 825 Roof Live Load: LL = 20 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 20 ft Wall Load: WALL = 0 Of SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 5.3 ft Beam Self Weight: BSW = 9 plf Beam Uniform Live Load: wL = 450 plf Beam Uniform Dead Load: wD_adj = 375 plf Total Uniform Load: wT = 825 pff