Loading...
HomeMy WebLinkAbout017-300-039November 9, 2015 Deborah DeBrunner Administrative Analyst, Senior Department of Development Services Butte County 7 County Center Drive Oroville, CA 95965 Re: Plan Review: Smith Residence Address: 69 Lava Rock Dr., Chico APN: 017-300-039 Dear Ms. DeBrunner: BUTTE COUNTY - FINAL CHECK Butte County Appl. No.: B15-2295 SCA Job No.: 20150018-015 Shums Coda Associates (SCA) has completed a review of the following documents on behalf of the County of Butte: 1. Plans: Two (2) copies of 6 sheets dated 10/16/2015 by Gregory A. Peitz, AIA. 2. Structural Calculations: Two (2) copies undated by Gregory A. Peitz, AIA. Two (2) copies of pages 12 and 15 dated 10/28/2015 by Gregory A. Peitz, AIA. 3. Site Plan & Floor Plan: Two (2) copies of/2 sets. 4. Energy Report: Two (2) copies dated 9/17/2015 by Gregory A. Peitz, AIA. 5. Truss Calculations: Two (2) copies of complete truss package dated 9/15/2015 by Systems Plus Lumber Co. Two (2) copies of revision dated 10/23/2015 by Systems Plus Lumber Co. One (1) copy of revision dated 10/29/15 by Systems Plus Lumber Co. These documents were reviewed only for their conformance to the provisions of the Butte County Building Regulations and referred to the 2013 California Building Code, 2013 California Residential Code, 2013 California Plumbing Code, 2013 California Mechanical Code, 2013 California Electrical Code and the 2013 California Green Building Standard Code (i.e., 2012 IBC, 2012 UPC, 2012 UMC and 2011 NEC as amended by the State of California). In order to expedite the permit process, plans are red lined. Please contact me directly if you have any questions. Sincerely, SHUMS CODA ASSOCIATES S nne Park, P.E. - Principal , ®�o Shums Coda Associates 5776 Stoneridge Mall Rd., Ste. 150 Pleasanton, CA 94588 ®q 925.463.0651 925.463.0691 (fax) C o Butte County Building Department 0[vftOrrt vt ft rvC[S 7 v a � � � � J � 0 C + California Green Building Standards Code 0 3 p Residential VOC Checklist !t1 VOC COMPLIANCE CERTIFICATION�r 3 ` T ADHESIVE (NONE 0) MANUFACTURER CALGreenLlMff' ACTUAL VOCs o^? 9 m ,o A 0 ' $ v SEALANT (NONE 0) MANUFACTURER CALGreen ACTUAL VOCs 00 v a � ARCHITECTURAL COATINGS (NONE O) MANUFACTURER CALGreen ACTUAL VOCs a cn 9. M 0 0 M FORMALDEHYDE COMPLIANCE CERTIFICATION i PRODUCT (NONE O) MANUFACTURER CURRENT LIMIT ACTUAL s gyp? Hardwood plywood veneer core 0.05 o. 9 v Hardwood plywood composite core 0.08 0 m ii Particleboard 0.09 n p fit C • ? Medium density fiberboard 0.11 y a �Sml Thin medium density fiberboard 0.21 All Carpet installed in the building interior meets the testing and product requirements of the following (check one) �g O f X O Carpet and Rug Institute's Green Label 0 California Department of Public Health Standard Practice for the testing of VOCs ti > 0 0 NSF/ANS1140 at the Gold Level `< 'o 0 Scientific Certifications Systems Indoor Advantage r. Gold 0 No carpet installed on this project h K SS I certify that tfie Information provided on this form is accurate and that the materials used on this project '. • f: I✓ 8' comply with Section 4.504 (Residential) or 5.504 (Non -Residential) of the 2010 California Green Building • �� E Standards Code. . � pDpo.y G v Priya neme Signature Date See other side of page la VOC lints i CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Smith 2804 Calculation Date/Time: 09:27, Thu, Sep 17, 2015 Calculation Description: Compliance Input File Name: Smith, Nate 2804.ribd DGRMIT !k CF1 R -PRF -01 Page 1 of 10 dic- 212-�45- GENERAL INFORMATION APPROVAL BUTTE COUNTY DEVELOPMENT SERVICES r 01 Project Name Smith 2804 n of a CEC-approved HE provider. % (""OD COMPLIANCE 02 Calculation Description Residence 08 hap 2p J!wf 03 Project Location 69 Lava Rock Dr. Compliance Margin v 04 City Chico, CA 05 Standards Version Compliance 2015 06 Zip Code 95928 07 Compliance Manager Version BEMCmpMgr 2013-4 (744) 08 / Climate Zone CZ11 09 Software Version CBECC-Res 2013-4 (744) 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 170 12.,- Project Scope Newly Constructed 13 Number of Dwelling Units 1 J 14 Total Cond. Floor Area (ft2) 2804 15 Number of Zones 1 16 Slab Area (1t2) 2804 17 Number of Stories 1 18 Addition Cond. Floor Area N/A 19 Natural Gas Available Yes 20 Addition Slab Area'(ft2) N/A 21 Glazing Percentage (°/ 15.8% COMPLIANCE RESULTS _, .. -- ` APPROVAL 01 Building Complieswith Computer Performance.."' If 02 This building incorporates featuresAhat require field-testing and/or verification,by a certified�HERS *ater�un5de*the supervis _ ....... 4{ a- } F '4. Y.., -- 4 i_ .....,: i Y 4 t i s,. ,3 s y f n of a CEC-approved HE provider. _.,F __ ,_ „ _, ,^ :.. ..: . .. . .. - 03 This building incorporates one or,more Special Features shown below «-. hums Coda Associates 07 08 AW%..�Lra v LiIx OCT 0 1"'2015 j � 0 W Z11 Registration Number: 215-N6329071A-000000000-0000 Registration Date/Time: 2015-09-17 09:29:56 Shams Coda AHERS Provider: CaICERTS inc. sSS CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 RepoociartWesnerated at: 2015-09-17 09:28:23 ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDV/ft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 28.73 23.66 5.07 17.6% Space Cooling 42.73 45.50 -2.77 -6.5% IAQ Ventilation 1.09 1.09 0.00 0.0% Water Heating 10.47 10.09 0.38 3.6% Photovoltaic Offset -- 0.00 0.00 --0 Compliance Energy Total 83.02 80.34 2.68 3. (-� AW%..�Lra v LiIx OCT 0 1"'2015 j � 0 W Z11 Registration Number: 215-N6329071A-000000000-0000 Registration Date/Time: 2015-09-17 09:29:56 Shams Coda AHERS Provider: CaICERTS inc. sSS CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 RepoociartWesnerated at: 2015-09-17 09:28:23 CERTIFICATE OF COMPLIANCE'- RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Smith 2804 Calculation Date/Time: 09:27, Thu, Sep 17, 2015 Calculation Description: Compliance Input File Name: Smith, Nate 2804.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 CF1R-PRF-01 Page 2 of 10 HERS FEATURE SUMMARY 01 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. 04 Building -level Verifications: 06 • IAQ mechanical ventilation Project Name Cooling System Verifications: Number of Dwelling Units Minimum Airflow Number of Zones • Fan Efficacy Watts/CFM BUTTE COUNT, HVAC Distribution System Verifications: • Duct Sealing BUILDING DIVISION 1 4 Domestic Hot Water System Verifications: 0 —None --0 @f ENERGY DESIGN RATINGThis is the sum of the annual TDV energy consumption for energy us6`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 leguiated`tiyTitle 24, Part 6 -(such as dom}estic.appliances,, hd consumer electronics) and accounting for the annual TDV energy offset by an on-site renewable energy system. f �",� .i F 4""4 Reference Energy User, Energy Design Rating :1 Margin Percent Improvement Total Energy (kTDV/f2-yr)*127.25P C..,. y 124.57 2.68 2.1% 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 Smith 2804 2804 1 4 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 2804 9.56 Water Heater Registration Number: 215-N6329071A-000000000-0000 Registration Date/Time: 2015-09-17 09:29:58 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2015-09-17 09:28:23 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Smith 2804 Calculation Description: Compliance Calculation Date/Time: 09:27, Thu, Sep 17, 2015 Input File Name: Smith, Nate 2804.ribd CFI R -PRF -01 Page 3 of 10 OPAQUE SURFACES / 'e `e .A R.. r-.- MaX :4th r** t I # X"N 011 'r-1* 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft) Window & Door Area (ft2) Tilt (deg) Fwall Conditioned R19 R4 Stucco Wall 170 Front 405.7 102.98 90 Bwall Conditioned R19 R4 Stucco Wall 350 Back 568.5 160 90 Rwall Conditioned R19 R4 Stucco Wall 80 Right 744.5 102.5 90 Lwall Conditioned R19 R4 Stucco Wall 260 Left 640.5 72.8189 90 225 wall Conditioned R19 R4 Stucco Wall 35 specify - 48.6 24 90 GarToHouse Conditioned»Garage Gar House R19 1183 20 Kwall Conditioned»Attic Kwall R19 240 Ceiling (below attic) 1 Conditioned R38 Ceiling below attic 2804 Gwall Front Garage Garage Ext Wall 170 Front 297 200 90 Gwall Left f ,Garage Garage Ext Wall 260 Left 252 90 Gwall Right a Garage Garage Ext Wall 80 Right 127 90 Gwall Back,, Garage - W.-= - Garage Garage Ext Wall 350 Back 63 90 Gar Ceiling Garage.•' RO CIgBIwAttic Cons 851 ATTIC / 'e `e .A R.. r-.- MaX :4th r** t I # X"N 011 'r-1* 01 02 ` �v 03" ` `"0" r 04 05 F 06 07 08 Name Construction Type Roof Rise Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Gar Attic Asphalt RB Roof Ventilated 6 0.1 0.85 Yes No Attic Asphalt RB Roof Ventilated 6 0.1 0.85 Yes No Registration Number: 215-N6329071A-000000000-0000 Registration Date/Time: 2015-09-17 09:29:58 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2015-09-17 09:28:23 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Smith 2804 Calculation Date/Time: 09:27, Thu, Sep 17, 2015 Calculation Description: Compliance Input File Name: Smith, Nate 2804.ribd CF1 R -PRF -01 Page 4 of 10 WINDOWS 01 02 03 4 Name Side of Building Area (ft2i 01 02 03 04 05 GarToHouse Dr 06 07 08 09 10 Name Type Surface (Orientation -Azimuth) Width (ft) Height (ft) Multipli er Area (ft) U -factor SHGC Exterior Shading (2) 2660 sh Window Fwall (Front -170) 2.5 6.0 2 30.0 0.34 0.28 Insect Screen (default) 5016 transom Window Fwall (Front -170) 5.0 1.5 1 7.5 0.33 0.29 None (2) 3050 sh Window Fwall (Front -170) 3.0 5.0 2 30.0 0.34 0.28 Insect Screen (default) 5016 transom -2 Window FwalI (Front -170) 5.0 1.5 1 7.5 0.33 0.29 None 1460 S.L. Window Fwall (Front -170) 1.3 6.0 1 8.0 0.33 0.29 None 5050 xo-2 Window Bwall (Back -350) 5.0 5.0 1 25.0 0.34 0.28 Insect Screen (default) (2) 3060 sh Window Bwall (Back -350) 3.0 6.0 2 36.0 0.34 0.28 Insect Screen (default) (3) 4070 sh Window Bwall (Back -350) 3.0 6.0 3 54.0 0.34 0.28 Insect Screen (default) (2) 2050 sh Window. Bwall (Back -350) 2.0 5.0 2 20.0 0.34 0.28 Insect Screen (default) (2) 2050 sh-2 Window Bwall (Back -350) 5.0 5.0 1 25.0 0.33 0.29 None (2) 3050 sh-2 Window., _6 t- _7,' '" RwaIL(Right-80) 3.0 5.0 2 30.0 0.34 0.28 Insect Screen (default) 3016 xo Window '-. `� '� Rwall;(Right-80)� �.� �-n r r3p0 1.5 1 4.5 0.34 0.28 Insect Screen (default) 5050 (o/ master tub) Window J ' Rwall (Righty80)f l ft I '=5:0 5.0 9 F 1"!�i 25.0 0.34 0.28 Insect Screen (default) 3060 sh Window r Y�"' Rwall (Right 80) \ 3'.0 6;0 L U 1 t 180 0.34 0.28 Insect Screen (default) 5050 xo Window / '°,a Rwall.,(Right 80) I ,t_- 5:0 + +-5[0"' .t7 t25.0 0.34 0.28 Insect Screen (default) 5050 xo-3 Window Lwall (Left -260) A 5.6" 5.0 1 25.0 0.34 0.28 Insect Screen (default) 2640 sh Window Lwall (Left -260) 2.5 4.0 1 10.0 0.34 0.28 Insect Screen (default) 2868 1/2 It. Window LwalI (Left -260) 2.7 6.7 1 17.8 0.34 0.30 None 3068 fr. Window Lwall (Left -260) 3.0 6.7 1 20.0 0.34 0.30 None 3080 FR Window 225 wall (- specify -35) 3.0 8.0 1 24.0 0.34 0.30 None - - _v 0%.t- 1k 1 -mi DOORS 01 02 03 4 Name Side of Building Area (ft2i E Front Dr Fwall 20.0 0.50 GarToHouse Dr GarToHouse 20.0 0.50 GDoor Gwall Front 72.0 1.00 GDoor-2 Gwall Front 128.0 1.00 Registration Number: 215-N6329071A-000000000-0000 Registration Date/Time: 2015-09-17 09:29:58 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2015-09-17 09:28:23 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Smith 2804 Calculation Description: Compliance Calculation Date/Time: 09:27, Thu, Sep 17, 2015 Input File Name: Smith, Nate 2804.ribd CF1 R -PRF -01 Page 5of10 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 (2) 2660 sh 1.4 3.5 35 20 0.5 0 0 0 0 2 4 4.6 0 5016 transom 1.4 1.5 35 20 0.5 0 0 0 0 2 4 4.6 0 (2) 3050 sh 1.4 1.5 5.8 5.8 0.5 0 0 0 0 0 0 0 0 5016 transom -2 8.83 2 35 20 1.5 8.83 5 1.3 0 15 5 2.2 0 1460 S.L. 8.83 4 35 20 1.5 8.83 7 1.3 0 15 7 6 0 5050 xo-2 1.4 1 5 5 0.5 0 0 0 0 1 0 0 0 0 (2) 3060 sh 1.4 tt 1 40 16 0.5 0 0 0 0 12.5 1.5 6 0 (3) 4070 sh 10/1-\1 1 20 20 1.1 10 5 12.5 0 10 5 16.5 0 (2) 2050 sh 1.4 f r 1 4.75 50 0.5 0 0 0 0 0 0 0 0 (2) 2050 sh-2 L" X1:4' .: 1--`7_.,,,,, 40 0.5 0 0 0 0 0 0 0 0 (2) 3050 sh-2 Z x.,1.4 r A .5':-- ,x=30 � 3 X0.5 � ,,�.�.-0 � . � 0^ 0 1 0 0 0 0 0 3016x0 f :1.4 ,= 1.5 1 10 11 29 0.5'4 0 0l f 0 0 0 0 0 0 5050 (o/ master tub) t 5�1r4`a."_.5 4�8 P0; , ',0.5F 0 Oil I' 0 , 0 0 0 0 0 3060 sh J,,-'40 '1 40 1= ;nk 2 < r_9 yl -40 k � 'w# 54 -*N 0r�, 0 0 0 0 0 5050 xo 1.4 1j 'S0 "" "5 `0.5 54 ` 1.5 ` 3.5 0 0 0 0 0 5050 xo-3 1.4 1 30 30 0.5 0 0 0 0 7 1.5 11 0 2640 sh 1.4 1 18 30 0.5 0 0 0 0 0 0 0 0 28681/2 It. 8.4 2.3 4 30 0.5 0 0 0 0 7 4 1 0 3068 fr. 40 2.3 6 30 0.5 0 0 0 0 40 5 0 0 3080 FR 9 1 20 5 1.1 16 5 10 0 1 4.3 5 5.5 0 BUTTE COUNTY BUILDING DIVISION" APPROVE® Registration Number: 215-N6329071A-000000000-0000 Registration Date/Time: 2015-09-1709:29:58 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2015-09-17 09:28:23 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Smith 2804 Calculation Date/Time: 09:27, Thu, Sep 17, 2015 Calculation Description: Compliance Input File Name: Smith, Nate 2804.ribd CF1 R -PRF -01 Page 6 of 10 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 02 03 04 05 Total Cavity Winter Design Name Construction Name Surface Type Construction Type Framing R -value U -value Assembly Layers Conditioned 2804 262 None 0.8 No • Inside Finish: Gypsum Board Garage 851 82 None 0 No • Cavity/ Frame: no insul. / 2x4 Garage Ext Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. O.C. none 0.361 Exterior Finish: 3 Coat Stucco Ceilings (below 2x4 Bottom Chord of Truss @ 24 Inside Finish: Gypsum Board RO CIgBIwAttic 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 f 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 Floor Joists: R-28.9 insul. • Inside Finish: Gypsum Board Cavity / Frame: R-19 / 2x6 R19 R4 Stucco Wall -Exterior Walls _Wood Framed Wall_ p, 2x6 @ 16 in. O.C. R 19 0.054 Exterior Finish: R4 Synthetic Stucco �_ r s r fI x1113' !f@• Inside Finish: Gypsum Board Cavity/ Frame: R-19 / 2x6 y House R19 Interior Wells - r r Wood Framed Wally 2x616 in. O:C. R 19, t' OA67 Other Side Finish: Gypsum Board YPGar r i* +;elf U U U Inside Finish: Gypsum Board Kwall R19 Intenor.Walls Wood Framed Wall. 2x6 @ 24.; n. O.C. ` R 19, .. 0.067 Cavity/Frame: R -19/2x6 SLAB FLOORS 01 02 03 04 05 06 07 Name Zone Area (ft2) Perimeter (ft) Edge Insul. R -value & Depth Carpeted Fraction Heated Slab On Grade Conditioned 2804 262 None 0.8 No Gslab Garage 851 82 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 — BUTTE COUNTY BUILDING DIVISION APPROVED Registration Number: 215-N6329071A-000000000-0000 Registration Date/Time: 2015-09-17.09:29:58 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-08252015-744 Report Generated at: 2015-09-17 09:28:23 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Smith 2804 Calculation Date/Time: 09:27, Thu, Sep 17, 2015 Calculation Description: Compliance Input File Name: Smith, Nate 2804.ribd CF1 R -PRF -U1 Page 7 of 10 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 - WATER HEATERS 01 02 03 04 05 06 07 08 Name Heater Element Type Tank Type Tank Volume (gal) Energy Factor or Efficiency Input Rating Tank Exterior Insulation R -value Standby Loss (Fraction) Min 50 Gal Natural Gas Small Storage 50 0.62 40000-Btu/hr 0 0 1l WATER HEATING - HERS VERIFICATION , 'k 01 ) ! l)2 03 04 05 06 07 Name Pipe Insulation awe = Parallel Piping Distributions Point -of Use Recirculation Control Central DHW Distribution Water Heater - 1/1-- 13 SEER - 11.3 EER HVAC Fan 1 *Compact f f [ t \ I .1r+- S] T \ L ] /"'^" i a^�+�C ] F �\T F ➢ F i F i f SPACE CONDITIONING SYSTEMS 01f 02 03 R� ? V '04 . 05 06 SC Sys Name System Type Heating Unit Name Cooling Unit Name Fan Name Distribution Name HVAC System 1 Other Heating and Cooling System Furn 92 13 SEER - 11.3 EER HVAC Fan 1 Attic Default HVAC - HEATING UNIT TYPES 01 02 03 Name Type Efficiency Furn 92 CntrlFurnace - Fuel -fired central furnace 92 AFUE BUTTE COUNTY BUILDING DIVISION APPROVED Registration Number: 215-N6329071A-000000000-0000 Registration Date/Time: 2015-09-17 09:29:58 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2015-09-17 09:28:23 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Smith 2804 Calculation Date/Time: 09:27, Thu, Sep 17, 2015 Calculation Description: Compliance Input File Name: Smith, Nate 2804.ribd CFI R -PRF -01 Page 8 of 10 HVAC - COOLING UNIT TYPES 01 02 03 04 05 06 07 Name Verified Airflow Efficiency Verified EER Multi -speed Verified Refrigerant Charge Name System Type EER SEER Zonally Controlled Compressor HERS Verification 13 SEER - 11.3 EER SplitAirCond 11.3 13 Not Zonal Single Speed 13 SEER - 11.3 EER -hers -cool HVAC COOLING - HERS VERIFICATION 01 02 03 04 05 06 Name Verified Airflow Airflow Target Verified EER Verified SEER Verified Refrigerant Charge 13 SEER - 11.3 EER -hers -cool Required 350 Not Required Not Required Not Required Fla HVAC - DISTRIBUTION SYSTEMS l /A 01 f ,02 s 03 04 05 06 07 Names 4 - Type`, '" ` .-c-•Duct Leakage Insulation R -value Duct Location Bypass Duct HERS Verification Attic Default - , DuctsAttic .`rte " �:4 Sealed andpested -,—� "�. 8 t . Attic None Attic Default -hers -dist F F it _9E fk IF aur- 1[...-!I 3F iv, It I /N• I/`_ HVAC DISTRIBUTION - HERS VERIFICATi6N l <--. \ Q( I I I Ak )t ) 0 1 t II It "A& M 01 `" 02 s -�j 1=03� C 04 ' 0- a V 1'65 V"% 1= "06 07 08 Name Duct Leakage Verification �Du`ct Leakage*'" Target (%) Verified buct'f Location Verified Duct Design ' "Buried Ducts Deeply Buried Ducts Low -leakage Air Handier Attic Default -hers -dist Required 6.0 Not Required Not Required Not Required Not Required — HVAC -FAN SYSTEMS BUTTE COUNTY 01 02 03 BUILDING WISION Name Type Fan Power (Watts/CFM) i HVAC Fan 1 Single Speed PSC Furnace Fan 0.58 All HVA an 1- er - 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 Registration Number: 215-N6329071A-000000000-0000 Registration Date/Time: 2015-09-17 09:29:58 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2015-09-17 09:28:23 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Smith 2804 Calculation Description: Compliance Calculation Date/Time: 09:27, Thu, Sep 17, 2015 Input File Name: Smith, Nate 2804.ribd CFI R -PRF -01 Page 9 of 10 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 65.54 0.25 Default 0 Required BUTTE COUNTY BUILDING DIVISION! Registration Number: 215-N6329071A-000000000-0000 Registration Date/Time: 2015-09-17 09:29:58 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2015-09-17 09:28:23 s tipp ±tE ao Xf BUTTE COUNTY BUILDING DIVISION! Registration Number: 215-N6329071A-000000000-0000 Registration Date/Time: 2015-09-17 09:29:58 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2015-09-17 09:28:23 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Smith 2804 Calculation Description: Compliance Calculation Date/Time: 09:27, Thu, Sep 17, 2015 Input File Name: Smith, Nate 2804.ribd CF1 R -PRF -01 Page 10 of 10 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: �re� `% ai Greg Peitz Company: Signature Date: Gregory A. Peitz Architecture 2015-09-17 09:29:58 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 sub_mifted to the enforcement,a_gency for pr al,with.this-building permit application. Responsible Designer Name: /)1` T"~ �31 L� I2esponsble`Designer Signature: � Greg Peitz l r°✓'tr-" 't s re eriz I � �.� . _ . ' � is Company: J - Date Signed: Al E R 205-0917/9:2 Gregory A. Peitz Architecture :58 Address: License: 383 Rio Lindo Ave C21283 City/State/Zip: Phone: Chico, CA 95926 530 894 5719 BUTTE COUNTY BUILDING DIVISION APPVE�n Digitally signed by CaICERTS. This digital signature is provided in order to secure the content of this registered document and in noway implies Registration Provider responsibility for the accuracy of the information. Registration Number: 215-N6329071A-000000000-0000 Registration Date/Time: 2015-09-17 09:29:58 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 HERS Provider: CaICERTS inc. Report Generated at: 2015-09-17 09:28:23 j j MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus.Heights, CA, 95610 Telephone 916/676-1900 Re: 1509-054 Fax 916/676-1909 Smith The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Systems Plus Lumber. Pages or sheets covered by this seal: R45732011 thru R45732011 My license renewal date for the state of California is December 31, 2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. OQROF ESS101V CO 764 �2 2 76428 z m o � * EXP. 12/31/2016ti s� "4 Hernandez, Marcos BUTTE C0(;nJT',- BUILDIN(: p October 23,2015 pT,AN RV,VI>~ N®v _ 9 2p15 @hams E,oda Associates NO�02 2015 Shums Coda Associates The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. Job ( Truss Truss Type Qly Ply Smith R45732011 1509-054 811 ROOF SPECIAL GIRDER 1 1 PLATES GRIP (Roof Snow --20.0) Plate Plate Grip DOL 1.15 TC 0.62 Vert(LL) -0.03 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Fd Oct 23 13:10:33 2015 Page 1 I D:0?byTlmzBaPJS WacOaRYQeyzkUA-IcTvPCwyfSzKQDOVobGjQzQPLLEH mCC47jOildyQV 14 i 5-6.8 10-9-8 14-1-12 17-fi-0 i 21-0-0 24-6.0 28-3-12 33-0.0 34-0-0 56-8 5-3-0 3-4-4 3.4-4 3.6-0 3 O 3-9-12 4-8.4' 1'-0-0 Scale = 1:60.0 2x4 II 4x8 = 6x6 = 6.00112 6x6 = 2x4 II _ 08 = 3x5 = 2x4 I 17x8 = N M L _ U AC T AD S R O P O 2x4 II 3x8 = 2x4 II 4x4 4x6 = Plate Offsets (X,Y)— [C:0-3-0,0-2-7] [E:0-2-4,0-2-121, [H:0-3-0,0-2-7], [J:0-2-12,Edge], [U:0-3-0,0-4-8] LOADING (psf) TOLL 20.0 SPACING- 2-0-0 CSI. DEFL in (loc) I/deft L/d PLATES GRIP (Roof Snow --20.0) Plate Plate Grip DOL 1.15 TC 0.62 Vert(LL) -0.03 L >999 240 MT20 220/195 TCDL 10.0 DOL 1.15 BC 0.20 Vert(TL) -0.05 L -W >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.48 Horz(TL) 0.01 J n/a n/a Code IBC2012/TPI2007 (Matrix -M) Weight: 240 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-8-14 oc purlins, except BOT CHORD 2x6 OF SS G end verticals. WEBS 2x4 OF Stud/Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt B -U, B=S MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 18-7-8 except Qt=length) J=0-3-8. (lb) - Max Harz U=284(LC 31) Max Uplift All uplift 100 Ib or less at joints) except U=-927(LC 31), S=-310(LC 32), Q=-252(LC 41), P=-124(LC 54), 0=926(LC 42), J=-826(LC 42) Max Grav All reactions 250 Ib or less at joint(s) P except U=880(LC 52), T=528(LC 77), S=648(LC 27), Q=266(LC 38), 0=1442(LC 29), 0=982(LC 1), J=1041(LC 29) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -X=296/270, B -X=-760/739, B -Y=-466/567, C -Y=184/290, C -D=651/712, D -Z=-626/674, E -Z=-937/949, E -F=-90/297, F -G=-403/536, G -H=-670/589, H -AA= -1019/846, I -AA= -1224/1096,1-J=-1861/1635 BOT CHORD U -AC= -606/783, T -AC= -242/389, T=AD=377/591, S -AD= -778/954, Q -R=392/535, P -Q=-430/473, O -P=364/397, N -O=-224/316, M -N=-6771769, L -M=-932/1235, J -L=-1406/1655 WEBS B -U=-993/1112, B -T=-343/72, B -S=-1023/987, C -S=326/168, D -S=-4771535, D -Q=-579/561, E -Q=-960/1111, G -M=-382/582, H -M=-226/289, I -M=-607/132, E-0=-1006/943, G -O=-809/465 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf-, BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 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 20.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 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 1-0-0 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 927 Ib uplift at joint U, 310 Ib uplift at joint S, 252 Ib uplift at joint Q, 124 Ib uplift at joint P, 926 Ib uplift at joint O and 826 Ib uplift at joint J. ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MI7EK REFERANCE PAGE MIP7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual tons web and/or chord members only. Additional temporary and permanent bracing • is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the BUTTE COUNTY BUIILLDIING�DIIVIIS`O)v APPROVE[--.); R�.1(Ra q '; o,0FESS/04/ plN10 y�G' Co CD �2 2 tL p0 76428 z m Of Cr 0 X1 d EXP. 12/31/2016 m October 23,2015 MiTek' Job Truss Truss TypeQty . Ply Smith R45732011 1509-054 B11 ROOF SPECIAL GIRDER - 1 1 Job Reference (optional) . ... - 1— ­hrvucrcavrv, ter, r.oqu s bep zs zulo mi i eK mausmes, ma rn ucl z3 u:Im zulo ragge z I D:O1byTlmzBaPJS WacOaRYQeyzkUA-IcTvPCwyfSzKQDOVobGjQzQPLLEHmCC47jOildyQV14 NOTES - 10) This truss has been designed for a total drag load of 4100 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-M to 33-0-0 for 124.2 plf. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. r• BUTTE COUNTY BUILDING DIVISIC i'o A P P r ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED M/!EK REFERANCE 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 t1 for an Individual building component. not a truss system. Before use, the bu0ding designer must verify the applicab ty, 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 iTek" is always required for stability and to prevent conapse with possible personal injury and property damage. For general guidance regarding the rT - __- Symbols PLATE LOCATION AND ORIENTATION Numbering System General Safety Notes Center plate on joint unless x, y offsets are indicated. Dimensions are in ft -in -sixteenths. Apply piates to both sides of truss and fully embed teeth. Q _1T16,� I For 4 x 2 orientation, locate plates 0 -'ns' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. `Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TP11: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 rr O U CL O 6-4-8 1 dimensions shown in ft -in -sixteenths (Drawings not to scale) BOTTOM CHORDS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC -ES Reports: ESR -1311, ESR -1352, ESR1988 ER -3907, ESR -2362, ESR -1397, ESR -3282 0 De O U a - O Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 Failure to Follow Qould Cause Property Damage or PO@cb- jury Z CQ 1. Additional stabilityP059uss system, e.g. diagonal or X-bra(Dg is ' L0 required. See BCSI. 2. Truss bracing mus� �i by an engineer. For wide truss spocinUf c0J feral broces themselves may require bract It ative Tor I bracing should b m'e 3. Never exceed thr Igpohg shown and never stack materials on inaM,," ly braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 1917. at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirementsL 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI I Quality Criteria. MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 9161676-1900 Re: 1509-054 Fax 9161676-1909 Smith The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Systems Plus Lumber. Pages or sheets covered by this seal: R45774098 thru R45774098 My license renewal date for the state of California is December 31, 2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. PERMIT # BUTTE COUNT' DEVELOPMENT SERVICES REVIEWED FOR CODE_ COMPLIANCE DATE —�j�L�II�--BY QaOFESSION Uj h���OOO SOON CNOV EVIE W C 074486 c n • . ` arp_oVAEXP. 12-31-15 920l5 11L.11 _.�P Coda Associates October 29,2015 Ong, Choo Soon The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1: 1 s� .tiP� S i' Ss"�f., - � •a 1. ,.L. - 1 ., `. r r A' r j • ,r SYSTEMS PLUS LUMBER CO. .. ANDERSON, CA - - - " " - " - 7.640 s Sep 29 2015 MTek Industries, Inc. Thu Oct 29 08:52:55 2015 Page ID:07byTlmzBaPJSWacOaRYQeyzkUA-nOAkvWXp6PMj dCxIPNUKGmI Jclw4vrra1_BgLyOaEc i' 3.6.8 88.0 9.5-10 13.0.0 r r ti r 388 2.11-10 - 2.11.10 '38-8 - 1-0-0 �r•'- Scale 1:24A / •� . e - 41x4 C _ - '�+ - gip• r IL 6.00 12 O .1 h .} 3• - 3x4 i N • 3x4 J , . .. +t• -4x8 _ r. • , - 3x5 -L Li P 7x8 = _ .. 3x5 II . • • , 4x8 =' •,3 .. f 68.0 .••� 9.5-10 13-40 + '35-8 2.11.10 2-11-10 _Plate Offsets (X,Y)— IA:G-4-0,0-1-151, [E:0-4-0,0-1-15], IH:0.4-0,0-581 LOADING (psi) TCLL 20.0 SPACING- 2-0-0 CSL ° DEFL. in (loc) I/defl Ud rPLATES GRIP ! . (Roof Snow=20 0) Plate Grip DOL 1.15 _ TC ' 0.11 Vert(LL) . -0.03 H-1 >999 !240 MT20 220/195 { . TCDL 10.0 F Lumber DOL 1.15 BC 0.28 Vert(TL) -0.09 H-1 >999 180 BCLL 0.0 Rep Stress Incr `NO WB 0.66 ' Horz(TL) 0.02 E n/a n/a 5 u B D 0 0 • Code IBC2012rrPI2007 (Matrix -M) , Weight: 146 Ib . FT = 20°h ' LUMBER- BRACING- + + t TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 6 0 0 oc purlins. BOT CHORD 2x8 DF SS ' '" BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEBS 2x4 DF Stud/Std G t ' t REACTIONS. (Ib/size) A=2012/0-58, E=1870/0-5-8 r Max Horz A=-70(LC 41) r r Max UpliftA=-713(LC 38), E=-702(LC 41) . g Max GravA=2126(LC 55), E=1980(LC 56) , FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BUTTE COUNTY, TOP CHORD A -B=-4252/1357, B -N-3594/982, C -N=3574/851, C-0=3573/828, D-0=3596/980, y 3r D -E-3671/1246 BUILDING DIVISION BOT CHORD A -I=-1219/3778, I -P=871/3608, H -P=587/3608, G -H=751/3049, E -G=1029/3231 WEBS :,C -H=-449/297.2, D -H=99/271, D -G=-276/116, B -H=-494/167, B-1=53/340 - APPROVED. � �\ Q r NOTES- , e :. 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: S . Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. , Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-3-0 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 ;' ,,t Connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. , 3) Wind: ASCE 7-10; VuR=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 , � : ESS( 5) Unbalanced snow loads have been considered for this design. - OQR ��� ' 6) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times fiat roof load of 20.0 psf on overhangs ��G SOON !� non -concurrent with other live loads. r _ Q 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.Co �/fj t, 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will V f G C 2 Td between the bottom chord and any other members. C 074486 • " 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 713 lb uplift at joint A and 702 Ib uplift at * E,P712-31-15 ' joint E.- 11) This truss has been designed for a total drag load of 1700 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Conned truss to resist drag - loads along bottom chord from 0.0-0 to 13-0.0 for 130.8 plf. .12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. T , 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2805 Ib down and 467 Ib up at 9 FOF C 6-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.' October 29 2015 Job � Truss " Truss Type Qty _ Ply • Smith r 1503054 D3 COMMON TRUSS ,1 -G •, 1 • ," .� 845774098 - 2 Job Reference (optional) ndard f ®WARNING - Verify design parameters antl READ NOTES ON THIS AND INCLUDED MTEK REFERANCE PAGE MI.7477 rev. f0A17/201(i BEFORE USE. 4.. Design valid fw use only with MneL© connectors. This design's based only upon pwometers shown. and is far an Individual !wilding component. not �• - a puss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design Into the Covera! • build'v,g design. Bracing Indicated Is to prevent buckling of Individual buss web and/or chord members only. Additional temporary and permanent bracing ` Iahvays required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the MiTek• fabrication, storage. delivery. erection and bracing of busses and truss systems. see ANSI/TPII Quality Criteria, D58-89 and BCSI Building Component � 7777 Greenback _Lane • , � Safely Inlorma0on ava0able from Truss Plate Institute. 218 N. Lee Sireel, Suite 312, Alexandria. VA 22314. Suite 108 Citrus Hel his CA 95610 t- � Job .Truss Truss Type Qty Ply Smith 845774088 1509.054 D9 COMMON TRUSS 1 - n L Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA - 7.640 s Sep 29 2015 MITek Industries, Inc. Thu Oct 29 08:52:55 2015 Page 2 ID:O?byTlmzBaPJSWacOaRYQeyzkUA-nOAkWVXp6PMjtdCxIPNUKGmI Jclw4vrralBgLyOaEc LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase= 1.IS, Plate Increase=1.15 Uniform Loads (ptf) Vert: A -C=-60, C -F=-60, A -E=-20 Concentrated Loads (lb) Vert: P= -2805(F) a Job .Truss Truss Type Qty Ply Smith 845774088 1509.054 D9 COMMON TRUSS 1 - n L Job Reference (optional) ®WARNING - V ft design parameters and READ NOTES ON THIS AND INCLUDED MIEN REFERANCE PAGE MI -7473 rev. 10,0312018 BEFORE USE. �• Design valid for use only with Mnek® connectors. This design h based onlIyv upon parameters shown, and is for an Individual building component, not a tens system. Before use, the building designer must verily the oppllcabil'ity of design parameters and properly Incorporate this design Into the overall ��L pp A build'asg design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' a always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication. storage. delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Suite 108 Safety Information ovallable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Citrus Heights, CA 95610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in 0 -in -sixteenths. Apply plates to both sides of truss and fully embed teeth. 0 't/16 For 4 x 2 orientation, locate plates 0-'4a' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. ' Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 X 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings <��no (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. O x U a - O Numbering System 6-4-8 dimensions shown in ft -in -sixteenths (Drawings not to scale) 2 TOP CHORDS cr•2 csa WEBS c3, 4 U 3 3 s BOTTOM CHORDS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC -ES Reports: ESR -1311, ESR -1352, ESR1988 ER -3907, ESR -2362, ESR -1397, ESR -3282 ® General Safety Notes Failure to Follow Could Cause Property [nage or Personal Injury �« � dditional stability bracing for truss system, e.g. O �iagonal or X -bracing, is always required. See BCSI. U uss bracing must be designed by an engineer. For W wide truss spacing, individual lateral braces themselves y require bracing, or alternative Tor I bracing should be considered. .[s' (ll G Never exceed the design loading shown and never <ack materials on inadequately braced trusses. Cc a_ 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design 6 not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek@ All Rights Reserved MiTek I& MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 11. Plate type, srze, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of on engineer. 17. Install and bad vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words - and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. , Systems Plus Lumber 1800 S. Barney Rd. Anderson, CA 96007 (530) 378-6800 (530) 365-5903 fax Trusses & Pre Manufactured Wall Panels systplus@systplus.com www.systplus.com INSPECTION AGENCY Timber Products Inspection, Inc. 105 S.E. 124`h Avenue Vancouver, WA 98684 Tel: (360) 449-3138 Fax: (360) 449-3953 *This engineering is valid ONLY for trusses manufactured by Systems Plus Lumber Co. * co. ICC ES Report ESR -1311 & ESR 1988 IAS Certified Inspection No. AA -702 Fabrication in compliance with 2013 CBC SECTION 2303.4.2 IBC/IRC 2012 SECTIONS (2303.4/R802. I Oroof/R502.1 Ifloor) TRUSS ENGINEERING LAYOUT YES 0 NO ❑ Standard Truss Detail Title Detail * = TnchiFled Gable End 85 Wind B 1 Gable End 110 Wind B IA Gable End 110 Wind C 1B Hat Truss over 6/12 2 Hat Truss under 6/12 2B Web Bracing Details 3 ✓ Valley Fill Frames 4 Open Face Jacks 5 ✓ Toe nail 6 ✓ Bearing Block 3.5 7 Bearing Block 5.5 7A Floor 8 Dbl T/C Notching 9 HVAC 10 Truss Data 11 I ✓ Purlin Gable 12 BCSI at www.sbcindustrv.com BCSI-B1 Summary Sheet at www.sbeindustrv.com Systems Plus Job Number 1509-054 Date 09/15/2015 Revisions) PERMtr_�.__' CustomerSmith CODF G( Project 2804 PATEtil Location Chico, CA PRIOR TO ERECTING TRUSSES, READ TRUSS DATA SHEET AND NOTE BCSI-B1 SUMMARY SHEET GUIDE FOR HANDLING, INSTALLINC AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES COUNTY N2 12015 V t R45414233 1509.054 Al CALIFORNIA TRUSS 1 2 1 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jul 28 2015 MiTek Industries, Inc. Tue Sep 15 12:08:38 2015 Page 1 1 D:0?byTlmzBaPJSWacOaRYQeyzkUA-IC7gYl1 t4lpQyONLPgGsil RgoZWstPVdX?vtBaydMt s10 1s 39-0.11 237 S2E 52. 53-0 31.5-11 A6_'L1 3X0 42-ZJ1�A� 7-0 -0D 3.1-5 4-96 6 52.8 52.6 4-96 083 2-373.1.5 1-0-0' Scale = 1:77.7 Bx12 \\ 8.00 12 2x4 II 4x8 = 2x4 II 400 = 4x8 = 2x4 II 8x12 i. D An ep E ep er: eu F er e i err G Al u ARA I AAi An J - .... ,,., K AS Y AT X AU AV 1N AW AX V U AY AZ T S BA R BB BC O BD BE PBF 60 BI BH 5x10 � 2x4 11 4x4 = NAILED 5x10 = 7x14 M18SHS = NAILED 4x8 = NAILED 2x4 11 500 = NAILED 4x4 = 2x4 11 5x10 NAILED JUS24 NAILED NAILED NAILED NAILED 2x4 11 7x14 M18SHS = NAILED NAILED NAILED NAILED NAILED JUS24 NAILED NAILED NAILED NAILED 3.1- 12 5 5-4- 10-0- 1510-10 2 1-1-0 - -0 263- 3,175-12_B1 36-9-4 3911 4 2-2-0 3-1-55 2-3-7 Sia 5Z-6 52-6 6 Max Uplift B=-1 050(LC 10), M=-1050(LC 11) 3_1.5 Plate Offsets (X,Y)- [B:0-3-7,0-3-01, [M:0-3-7,0-3-0] [0:0-1-12.0-2-8), [W:0-4-12,0-2-81 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. p BUTTE TOP CHORD B -C= -9574/2265,'C -D=-9823/2436, O -AD= -14259/3649, AD -AE= -14259/3649, COUNTY AE -AF= -14259/3649, E -AF= -14259/3649, E -AG= -14259/3649, AG -AH= -14259/3649, F-AH=14259/3649, F -AI= -18568/4764, AI -AJ= -18568/4764, AJ -AK= -18568/4764, I�Vl�_�/3J��1a!VlSION LOADING (psf) AK=18568/4764, G -AL= -18568/4764, H -AL= -1856 64, H -AM= -18568/4764, ,�� I- I -AM= -18568/4764, I -AN= -14261/3647, AN -AO= -14261/3647, J -A0=-1426113647, , J -AP= -14261/3647, AP -AQ= -14261/3647, AQ-AR=14261/3647, K -AR= -14261/3647, K -L=-9824/2435, L -M=-9574/2264 y BOT CHORD B -AS= -2014/8519, Y -AS= -2014/8519, Y -AT= -2014/8519, X -AT= -2014/8519, TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.75 Vert(LL) 0.73 T >694 240 MT20 220/195 TCLL 10.0 Lumber DOL 1.15 BC 0.84 Vert(TL) -1.99 T >254 180 M18SHS 220/195 BCDt 0.0 .' Rep Stress Incr NO WB 0.57 Horz(TL) 0.33 M n/a n/a 3) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS 100 Code IBC2012fTP12007Matrix-M ( ) September 15,2015 p ® WARNING - V dfy dwlgn Paramaf. end READ NOTES ON THIS AND INCLUDED Mr7EK REFERANCE PAGE MII.7473 rev. 02/162015 BEFORE USE. Weight: 502 Ili a FT = 20 /o LUMBER- BRACING - TOP CHORD 2x4 DF No. I&Btr G *Except* TOP CHORD Structural wood sheathing directly applied or 3-0-1 oc puffins. D-H,H-K: 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 8-10-6 oc bracing. BOT CHORD 2x6 OF SS G WEBS 2x4 DF Stud/Std G "Except" D-W,K-Q: 2x4 DF No.2 G REACTIONS. (Ib/size) B=4370/0-5-8, M=4370/0-5-8 Max Hoa B=50(LC 52) Max Uplift B=-1 050(LC 10), M=-1050(LC 11) Max Grav B=4681(LC 29), M=4681(LC 29) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. p BUTTE TOP CHORD B -C= -9574/2265,'C -D=-9823/2436, O -AD= -14259/3649, AD -AE= -14259/3649, COUNTY AE -AF= -14259/3649, E -AF= -14259/3649, E -AG= -14259/3649, AG -AH= -14259/3649, F-AH=14259/3649, F -AI= -18568/4764, AI -AJ= -18568/4764, AJ -AK= -18568/4764, I�Vl�_�/3J��1a!VlSION AK=18568/4764, G -AL= -18568/4764, H -AL= -1856 64, H -AM= -18568/4764, ,�� I- I -AM= -18568/4764, I -AN= -14261/3647, AN -AO= -14261/3647, J -A0=-1426113647, , J -AP= -14261/3647, AP -AQ= -14261/3647, AQ-AR=14261/3647, K -AR= -14261/3647, K -L=-9824/2435, L -M=-9574/2264 y BOT CHORD B -AS= -2014/8519, Y -AS= -2014/8519, Y -AT= -2014/8519, X -AT= -2014/8519, X -AU= -2205/8990, AU -AV= -2205/8990, AV -AW= -2205/8990, W -AW= -2205/8990, W -AX= -4459/17579, V -AX= -4459/17579, U -V=-0459/17579, U -AY= -4459/17579, AY -AZ= -4459/17579, T -AZ= -4459/17579, S -T=-4431/17579, S -BA= -4431/17579, R -BA= -4431/17579, R -BB= -4431/17579, BB -BC= -4431/17579, O -BC= -4431/17579, Q-BD=2153/8991, BD -BE= -2153/8991, BE -BF= -2153/8991, BF -BG= -2153/8991, ?,()FESS/0 P-BG=2153/8991, P -BH= -1963/8519, O -BH= -1963/8519, O -BI= -1963/8519, Q M -BI= -1963/8519 WEBS C -X=-306/793, D -X=0/403, D -W=-1591/5951, E F F lV y -W=-829/465, -W=-3750/1006, -U=0/458, F -T= -302H 156, G -T=-747/435, I -T=-303/1155, I -R=0/457, 1-0=-3747/1005, CID J -Q=-830/465, K -Q=-1590/5953, K -P=0/402, L -P=-305/794 O 76428 NOTES- ILL) U z Of p m 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: EXP. 12/31/2 6/�' Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc, 2x6 - 2 rows staggered at 0-7-0 oc. * T� Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered to if front equally applied all plies, except noted as (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. FOF CA`\ 3) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 Pf=20.0 sf flat roof snow): Cate o Ila Ex CE Partial/ Exp.: Ct= 1 September 15,2015 p ® WARNING - V dfy dwlgn Paramaf. end READ NOTES ON THIS AND INCLUDED Mr7EK REFERANCE PAGE MII.7473 rev. 02/162015 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. 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 responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility the building designer. for M iTek' of general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. 7777 Greenback Lane Suite 109 IIJob - V, CALIFORNIA TRUSS - 1" I 2 R45414233 SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jul 28 2015 MTek Industries, Inc. Tue Sep 15 12:08:39 2015 Page 2 " ID:O?byTlmzBaPJSWacOaRYOeyzkUA-DOh2l52VrcxHaAyXzNn5EEz?Yzs5cslnmfegOydt NOTES - 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) All plates are MT20 plates unless otherwise indicated. 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 1-" 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) except Ot=1b) 13=1050, M=1050. 13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) Use USP JUS24 (With 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 34-0-8 oc max. starting at 4-0-12 from the left end to 38-1-4 to connect truss(es) to front face of bottom chord. 15) Fill all nail holes where hanger is in contact with lumber. 16) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 382 Ib down and 156 Ib up at 36-5-8, 382 Ib down and 156 Ib up at 5-8-8, 108 Ib down and 123 Ib up at 5-8-8, 162 Its down and 125 Ib up at 8-0-12, 146 Ib down and 130 Ib up at 10-0-12,135 Ib down and 130 Ib up at 12-0-12, 135 Ib down and 130 Ib up at 14-0-12, 135 Ib down and 130 Ib up at 16-0-12, 135 Ib down and 130 Ib up at 18-0-12, 135 Ib down and 130 Ib up at 20-0-12, 135 Ib down and 130 Ib up at 22-1-4, 135 Ib down and 130 Ib up at 24-1-4, 135 Ib down and 130 Ib up at 26-1-4, 135 Ib down and 130 Ib up at 28-1-4, 135 Ib down and 130 Ib up at 30-1-4, 146 Ib down and 130 Ib up at 32-1-4, and 162 Ib down and 125 Ib up at 34-1-4, and 108 Ib down and 123 Its up at 36-5-8 on top chord. The design/selection of such connection device(s) is the responsibility of others.' LOAD CASE(S) Standard 1) Dead + Snow (balanced)`. Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -D=-00, D -K-113, K -N=-60, B-M=38(F=18) Concentrated Loads (lb) Vert: D=270 V= -36(F) F=-80 U= -36(F) R= -36(F) 1=80 K=-270 S= -36(F) AD= -109 AF= -91 AG= -80 AH= -80 AI= -80 AK= -80 AL= -80 AM= -80 AN= -80 AO= -80 AP= -91 AR= -109 AS= -23(F) AT= -248(F) AU= -35(F) AV=36(F) AW= -36(F) AX= -36(F) AY=36(F) AZ= -36(F) BA= -36(F) BB=36(17) BC= -36(F) BD= -36(F) BE=36(F) BF= -35(F) BH= -248(F) BI=723(F) ® WARNING. Verily design Parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MIF7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with Milek 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 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabricotion, quality control, storage, delivery, erection and bracing, consult ANSIMII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 93UTTE. COUNTY 3�► ..,') fit; 01VISION HOVED MiTek' 7777 Greenback Lane Suite 109 V R45414234 509-054 IA2 I CALIFORNIA TRUSS I1 I I I Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jul 28 2015 MTek Industries, Inc. Tue Sep 15 12:09:07 2015 Paag9e 1 ID:O?byTlmzBaPJSWacOaRYQeyzkUA-OnNddgO3FDTJxT5wcGHfN87oJGTcATTvC?RvhO 1.0-0 41-5 3-57 -15 4-10.7 SS15 SS15 MY 4-10-7 0-0- 5 3-57 4 5x10 = 6.00 12 40 = 3x4 = 30 = 3x10 = 4x4 = 5x10 = Scale = 1:76.8 L tg T S R Q P O N M 4x8 = 11 2x4 II 4x10 = 7x14 M18SHS = 4x4 = 4x4 = 4x10 = 2x4 II 4x8 _ 4xl2 M18SHS-= 4�5 7-6-12_F142-9 21-1-0 27-11-7 HV 21' 34-7.4 38-0-11 42-2-0 4-1-5 3=57 6-7-13 6-10-7 + 6-10.7 6-7-1'1 75.7 Plate Offsets (X,Y)— [B:0-4-0,0-1-151, [D:0-5-0,0-1.41, [J:0-5-0,0-1-4], [L:0-4-0,0-1-151, [R:0-76,0-4-81 LOADING (psi) TOLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.70 Vert(LL) -0.54 Q >929 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.58 Vert(TL) -1.16 Q >434 180 M18SHS 220/195 0.0 ' BCLBCD Rep Stress Incr YES WB 0.71 Horz(TL) 0.24 L n/a n/a Code IBC2012/TP12007 (Matrix -M) Weight: 228 Ib FT = 20% 10-0 LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x6 OF SS G WEBS 2x4 DF Stud/Std G BRACING- TOPCHORD BOTCHORD WEBS REACTIONS. (Ib/size) L=1683/Mechanical, B=1745%0-5-8 Max Horz B=78(LC 10) Max UpliftL=-162(LC 6), B=-167(LC 7) Max Grav L=2040(LC 28), B=2070(LC 28) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=4322/380, C -D=-4215/405, D -Y=-3767/375, E -Y=-3772/374, E -F=-6046/595, F -Z=-6790/656, Z -AA= -6790/656, G -AA= -0790/656, G -H=-6036/594, H -I=-6036/594, 1 -AB= -3753/372, J -AB= -3748/373, J -K=-4193/403, K -L=-4283/378 BOT CHORD B -T=-349/3847, S -T=-349/3847, R -S=-556/5773, Q -R=-656/6737, P -Q=-641/6733, O -P=-641/6733, N -O=-512/5761, M -N=-302/3805, L -M=-302/3805 WEBS C -S=-480/115, D -S=-103/1615, E -S=-2439/305, E -R=-22/775, F -R=-922/162, G -O=-930/162, 1-0=-22/781, I -N=-2448/305, J -N=-102/1605, K -N=-473/119 Structural wood sheathing directly applied or 2-2-0 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt E -S, I -N MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. BUTTE COUNTY BUILDING DIVISION r -' MOVED i NOTES - 1) Wind: ASCE 7-10; Vu1t=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. PROF ESS/Ov 4) This truss has been designed for greater of.min roof live load of 18.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs Q q� non -concurrent with other live loads. ��� �Q7 N 1O y F� 5) Provide adequate drainage to prevent water ponding. L Q` - F 6) All plates are MT20 plates unless otherwise indicated. �iL ) 7) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. (U 76428 Zm 8) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 1-0-0 wide will LU LU r7 fit between the bottom chord and any other members. Q EXP. 12/31/2016 �7 9) A plate rating reduction of 20% has been applied for the green lumber members. * 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 162 Ib uplift at joint L and 167 Ib uplift at joint B. Stj CIVIL 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. �rFOF CALF September 15,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE Mll-7473 rev. 02118/2015 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and's for an individual budding component." Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing HV 21' 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 bracing of the is the the budding designer. For permanent overall structure responsibility of general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/rPlt Quality Criteria. DSB-89 and BCSI Budding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Mtru, Height, CA D r Job t � Truss Truss Type Qty Ply Smith i 1 f,, ®��® 24.11-6 32-94 32-9-13 42-2-0 _ 94-3 9 7-9-14 845414235 1509-054 A3 CALIFORNIA TRUSS 1 1 LOADING (psf) 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 20.0 psi on overhangs non -concurrent with other live loads. ESS/0�� 5) Provide adequate drainage to prevent water ponding. 6) All are MT20 unless indicated. Job Reference (optional) o mo rwa wmocrt w, . nrvucrtavrv, s.n i.SJU s JUI 28 "21115 MiTek Industries, Inc. Tue Sap 15 12:09:22 2015 Pat 1 ID:O?byTlmzBaPJSwacOaRYQeyzkUA-SgnlnoaUjgMAEnlo v2AUIFL4JdGBDk6frZCjlydMaR 17.2-10 24-11-6 23.1 32.9.4 37-2-9 42-2-0 -0-0 4-11-7 4 -SS 0.6.157-2-15 7$-11 7-3-11 0603 4-5.5 4-11-7 Scale = 1:76.8 2.4 II 5x8 4x4 = 4x8 = 7x8 6.00 12 D s E ,F r_ r H N M L K 4x8 4x8 = 7x14 M18SHS = 704 M18SHS = 4x4 = 4x8 = 94-3 9-4 12 17-2-10 f,, ®��® 24.11-6 32-94 32-9-13 42-2-0 _ 94-3 9 7-9-14 74-11 7.9.14 o=&9 Plate Offsets (X,Y)— [B:0-4-0,0-1-151 [H:04-10,0-2-3] [J:0 -4 -0 0 -1 -15],[L:0 -7-0,0-4-81,[M:0-7-0,0-4-81 3) Unbalanced snow loads have been considered for this design. LOADING (psf) 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 20.0 psi on overhangs non -concurrent with other live loads. ESS/0�� 5) Provide adequate drainage to prevent water ponding. 6) All are MT20 unless indicated. �oQ�QF \0T N 10 TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 UJ TC 0.73 Vert(LL) -0.35 L -M >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 12) "Semi-rigid pitchbreaks wilh,fixed heels" Member end fixity model was used in the analysis and design of this truss. BC 0.51 Vert(TL) -0.79 L -M >640 180 M18SHS 220/195 BCLL 0.0 ' Rep Stress Incr YES. CAUF WB 0.87 Horz(TL) 0.19 J n/a n/a BCDL 10.0 Code IBC20121TPI2007 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (Matrix -M) 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 the building designer. For MiTek' Weight: 230 Ib FT = 20%' LUMBER-. BRACING - TOP CHORD 2x4 DF No.t&Btr G *Except* TOP CHORD Structural wood sheathing directly applied or 2-5-8 oc purlins., D-G,G-H: 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x6 DF SS G WEBS 1 Row at midpt E -N WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) J=1683/Mechanical, B=1745/0-5-8 Max Horz B=92(LC 10). Max UpliftJ=-128(LC 6), B=-135(LC 7) Max Grav J=1922(LC 28), B=1958(LC 28) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) Or less except when shown TOP CHORD B -C=-4018/348, C -D=-3885/334, D -S=-3455/315, E -S=-3460/315, E -F=-5211/479, BUTTE COUNTY F -G=-5238/486, G -T=-5238/486, H -T=-5238/486, H -I=-3931/335, I -J=-3983/344 BOT CHORD B -N=-321/3579, M -N=-432/5207, L -M=-429/5211, K -L=-218/3536, J -K=-264/3546 Bt,99LDING BUILDINGDIVISION WEBS C -N=-573/174, D -N=-29/1316, E -N=-2028/295, E -M=0/306, F -L=-849/220, H -L=-289/1970, H-001447, I -K=483/173 f,, ®��® NOTES - 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. I[; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psi (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 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 18.0 psf or 2.00 times flat roof load of 20.0 psi on overhangs non -concurrent with other live loads. ESS/0�� 5) Provide adequate drainage to prevent water ponding. 6) All are MT20 unless indicated. �oQ�QF \0T N 10 plates plates otherwise 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �(�L Q F h C 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. w 76428 z m 9) A plate rating reduction of 20% has been applied for the green lumber members. UJ 10) Refer to girder(s) for truss to truss connections. Provide rn Q EXP. 12/31/2016 m 11) mechanical connection (by others) of truss to bearing plate Capable of withstanding 128 Ib uplift at joint J and 135 Ib uplift at joint B. 12) "Semi-rigid pitchbreaks wilh,fixed heels" Member end fixity model was used in the analysis and design of this truss. Lr� C[V]\- 7/eOF CAUF September 15,2015 ® WARNING - Verlry design Parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MII.7473 rev. 02116,2015 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown• and 6 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 responsibillity, of the erector. Additional permanent bracing of the overall structure is the the building designer. For MiTek' responsibility of general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB•89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. . 7777 Greenback Lane Suite 109 I 1 Job 1 Truss Truss Type Qty Ply Smith SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=20.0) 845414236 1509.054 A4 CALIFORNIA TRUSS 1 1 BC 0.46 Vert(TL) -0.57 L -M >894 180 BOLL ' Rep Stress Incr YES WB 0.54 Job Reference (notional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.830 a Jul 28 2015 MiTek Industries, Inc. Tue Sep 15 12:09:24 2015 Pagge 1 ID:07byTlmzBaPJSWacOaRYQeyzkUA-P2v3CUbkFRcuT4uB6K5eZjKkC6JUtCKP692JovydMaP 11-11.11 30.9-0 tin 511.7 "L 71 6.8 17t A7 19-7-0_ 23 7-0 24.3 1�L a0 2-s 9¢ &9 { 42-2-0 1-0-0 511.7 ' 555 0-1-12 5;0.6 08-15 50-0 0 -15 510.8 0.5 55.5 511-7 0.5.3 0.1-12 Scale = 1:75.4 6x8 \\ 2x4 II 2x4 II 6x8 O N A Y M- L A K AA J 4x8 = 2x4 II 40 = 7x8 = 7x8 = 4x4 = 2x4 11 4x8 = LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.56 Vert(LL) -0.24 L -M >999 240 MT20 220/195 TCDL ' 10.0 Lumber DOL 1.15 BC 0.46 Vert(TL) -0.57 L -M >894 180 BOLL ' Rep Stress Incr YES WB 0.54 Horz(TL) 0.16 1 n/a n/a "0.0 Code IBC2012rrPI2007 (Matrix -M) Weight: 242 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.1 &Btr G *Except* D -G: 2x6 DF No.2 G BOT CHORD 2x6 DF SS G WEBS 2x4 DF Stud/Std G REACTIONS. (Ib/size) 1=1683/Mechanical, B=1745/0-5-8 Max Horz B=107(LC 10) Max Upliftl=-95(LC 11), B=-116(LC 10) Max Grav 1=1914(LC 29), B=2022(LC 29) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -T=-3718/210, C -T=-3687/235, C -D=-3455/275, D -U=-4030/333, E -U=-4030/333, E -F=-4048/336, F -V=-4030/332, G -V=-4030/332, G -H=-3446/274, H -W=-3656/234, I -W=-3700/209 BOT CHORD B -O=-226/3297, N -O=-226/3297, N -X=-206/3088, X -Y=-206/3088, M -Y=-206/3088, L -M=-275/4048, L -Z=-139/3080, Z -AA= -139/3080, K -AA= -139/3080, J -K=-159/3270, I -J=-159/3270 WEBS C -N=-792/166, D -N=-10/510, G -K=-10/503, H -K=-778/168, F-1.466/181, E -M=-663/181, G -L=-193/1231, D -M=-193/1221 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 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 18.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 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 1-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) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 95 Ib uplift at joint I and 116 Ib uplift at joint B. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9UTTF COUNTY BL-111...1"lli G DIVISION `VE® Q�OFESS/ON COT NIO tiF�F2c �2 Z 76428 z m 0 X * EXP. 31/2016 ^l OF CAL September 15,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 07/16,2015 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. 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 responsibillity of the p erector. Additional permanent bracing of the overall structure is the responsibilty of the building designer. For general guidance regarding MiTek* fabrication, quality control, storage. delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 1509.054 1 IAS I California Truss I1 I 1 I R45414237 LUMBER CO, ANDERSON, CA 28 2015 MiTek Industries, Inc. Tue Sep 15 12:09:26 2015 Page 1 13-11-11 28.7.4 M-12 13 -B -B 18]_Q - - 5.2A g2.2-0 -0-0 6.11-7 6.75 41-72 4-7.5 25-0 2.6.0 4-7-5 43- 6.7-5 6.11-7� 43-3 41-12 Scale = 1:75.6 5x8 = 2x4 II 2x4 II 5x8 = O N x M L Y K J 4x8 = 2X4 II 4x4 = 7x8 = 7x8 = 4x4 = 2x4 II 4x8 = LOADING (psf) TOLL 20.0 (Roof Snow=20.0) TCDL 10.0 BCLL 0.0 ' BCQL 10.0 SPACING- 2-M Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TP12007 CSI. TC 0.85 BC 0.54 WB 0.99 (Matrix -M) DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) I/deft Ud -0.18 L -M >999 240 -0.49 L -M >999 180 0.15 1 n/a n/a PLATES GRIP MT20 220/195 Weight: 237 Ib FT = 20% LUMBER- BRACING- , TOP CHORD 2x4 DF No. t&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 DF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=1683/Mechanical, B=1745/0-5-8 Max Horz B=125(LC 10) Max Upliftl=-117(LC 11), B=138(1_C 10) Max Grav 1=2034(LC 29), B=2094(LC 29) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -T=-3999/195, C -T=-3746/214, C -D=-3005/197, D -E=-3065/210, E -U=-3077/212, BUTTE COUNTY U -V=-3077/212, F -V=-3077/212, F -G=-3065/209, G -H=-2999/196, H -W=-3723/215, ^� `, c B� �,�-�i,N�'0 �' V IJION BOT CHORD B 0=2186//3473, N-0=-218/3473, N -X=-124/2624, M -X=-124/2624, L -M=-138/3077, L -Y=-46/2620, K -Y=-46/2620, J -K=-111/3449, I -J= -111/3449j3 �� WEBS C-0=0/317, C -N=-1027/198, D -N=-47/584, G -K=-47/583, H -K=-1007/199, H -J=0/307, g E -M=-549/149, F -L=-550/149, D -M=-157/797, G -L=-157/804 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf--20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 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 18.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs oQ?,OF ESS/Ov non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding.�Cr�' ()I N 10 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q F G1 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-" wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf.W 76428 m 8) A plate rating reduction of 20% has been applied for the green lumber members. U Q rn 9) Refer to girder(s) for truss to truss connections. EXP. 12/31/2016 n7 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 117 Ib uplift at joint I and 138 Ib uplift at * joint B. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. S CIV11. �9TFOF CA��F September 15 2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED Mf7EK REFERANCE PAGE 11,1II.7473 rev. 0211612015 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and 6 for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown G" is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibill'dy of the erector. Additional bracing of the overall structure is the the building iCl MiTek' ' permanent respomibifiy of designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Infor nation available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Mexandrio, VA 22314. 7777 Greenback Lane Suite 109 ttnm HoighhN CA RrAln Job 1 Truss Truss Type Qry Ply Smith x y 845414238 1509-054 A6 CALIFORNIA TRUSS 1 1 3x4 1 I Z 2x4 J co V BV Job Reference o tional "•"• ^ " ""' "' ^"�^ �•+^•••+��� . �^ I..J. s Jln zo zulo MI l eK,nousmBS, Inc. i ue Sep ID 12:ua:za zula v%el 1 I D:07byTlmzBaPJSWacOaRYQeyzkUA-Hg8Z2reEJg7KyiCyLA9ajZVSBjgFbyB_l mOWxhydMaL 1511-11 26.7.4 1-0-0 Sd14 10•S1 156.12 7 18-7-0 21.1-0 23-7-0 26.2.5 26• 31.8.15 36.8.2 42.2-0 -0-0 SS74 4.71-2 51.11 0.1- 2-75 2{.0 2-0-0 2.7.5 51.11 4.11-2 54114 8.3.3 0-1.12 Scale= 1:75.4 5x8 = FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -V=4254/256, C -V=4206/271, C -W=-3951/226, D -W=-3741/251, D -E=-2964/197, E -F=-2616/161, F -X=-2618/161, X -Y=-2618/161, G -Y=-2618/161, G -H=-2616/161, H -I=-2961/196, I -Z=-3719/251, J -Z=-3928/226, J -AA= -4177/271, K-AA=4241/256 BOT CHORD B -Q=-300/3762, Q -AB= -181/3177, AB -AC= -181/3177, P -AC= -181/3177, P -AD= -43/2552, O-AD=43/2552, N -O=-36/2618, N-AE=0/2549, M-AE=0/2549, M -AF= -57/3166, AF -AG= -57/3166, L -AG= -57/3166, K -L=-176/3736 - WEBS C -Q=-466/156, D -Q=-23/603, D -P=-866/192, E -P=-119/750, H -M=-119/753, I -M=-855/193, I -L=-24/583, J -L=457/156, F -O=-470/139, G -N=-472/139, E-0=-169/633, H -N=-169/639 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 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 18.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 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 1-M wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 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 135 Ib uplift at joint K and 156 Ib uplift at ,joint B. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameter: and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE 11111.7473 rev. 02/162015 BEFORE USE. Design valid for use only with MlTek connectors. This design is based only upon parameters shown, and is for an individual building component. 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 responsibillity of the 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 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. BUTTE COUNTY., 01VI�SION r OVE® Q?,OFESS/ON T N 10 yF �F2c ;1� ' 76428 z m Of 0 M EXP. 12/31/2016 ^7 CIV11. T160 rAc September 15,2015 MiTek' 7777 Greenback Lane Suite 109 - 6.00 12 2x4 II E F 2x4 II 5x8 G = x y Y 3x4 i D 2x4 \\ W C 3x4 1 I Z 2x4 J co V BV AA K l� ¢A Q AB AC P AD O N AE M AF AG" L - 4x8 = 4x4 = 4x4 = 7x8 = 7x8 = 4x4 = 4x4 = 4x8 = 7-11-7 154-3 15-rr12 18-7-0 21-1-0 23.7-0 26-74 26-N3 34-2-9 42.2-0 7-11-7 7411 Q a Qf1.d y0 -0.p ¢J7..4 Q a 7411 711 7 Plate Offsets (X,Y)— [B:0-4-0&:1-_15 [E:0-_4-0 0-14 [H:0 -4-0,0-1-4 , [K:0 -4-0.0-1-151,[N:0-4-0,0-4-81, [0:0-4-0_0-4-81 LOADING (psf) TOLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.43 Vert(LL) -0.20 P >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.47 Vert(TL) -0.48 N -O >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.81 Horz(TL) 0.15 K n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 258 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-11-7 oc purlins. BOT CHORD 2x6 DF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) K=1683/Mechanical, B=1745/0-5-8 Max Horz B=141(LC 10) Max UpliftK=-135(LC 11), B=-156(LC 10) Max Grav K=2100(LC 29), B=2160(LC 29) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -V=4254/256, C -V=4206/271, C -W=-3951/226, D -W=-3741/251, D -E=-2964/197, E -F=-2616/161, F -X=-2618/161, X -Y=-2618/161, G -Y=-2618/161, G -H=-2616/161, H -I=-2961/196, I -Z=-3719/251, J -Z=-3928/226, J -AA= -4177/271, K-AA=4241/256 BOT CHORD B -Q=-300/3762, Q -AB= -181/3177, AB -AC= -181/3177, P -AC= -181/3177, P -AD= -43/2552, O-AD=43/2552, N -O=-36/2618, N-AE=0/2549, M-AE=0/2549, M -AF= -57/3166, AF -AG= -57/3166, L -AG= -57/3166, K -L=-176/3736 - WEBS C -Q=-466/156, D -Q=-23/603, D -P=-866/192, E -P=-119/750, H -M=-119/753, I -M=-855/193, I -L=-24/583, J -L=457/156, F -O=-470/139, G -N=-472/139, E-0=-169/633, H -N=-169/639 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 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 18.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 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 1-M wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 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 135 Ib uplift at joint K and 156 Ib uplift at ,joint B. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameter: and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE 11111.7473 rev. 02/162015 BEFORE USE. Design valid for use only with MlTek connectors. This design is based only upon parameters shown, and is for an individual building component. 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 responsibillity of the 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 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. BUTTE COUNTY., 01VI�SION r OVE® Q?,OFESS/ON T N 10 yF �F2c ;1� ' 76428 z m Of 0 M EXP. 12/31/2016 ^7 CIV11. T160 rAc September 15,2015 MiTek' 7777 Greenback Lane Suite 109 1 Truss Truss Type Qty Ply Smith is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the the building designer. TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 2x6 DF SS G 'Except' BOT.CHORD Rigid ceiling directly. applied or 3-4-10 oc bracing. Except: 845474239 ,Job 1509.054 A7 California Truss 1 1 be installed during truss erection, in accordance with Stabilizer [Installation guide. REACTIONS. (Ib/size) B=311/0-5-8, R=1898/0-5-8, K=1218/Mechanical Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 is Jul 28 2015 MiTek Industries, Inc. Tue Sep 15 12:09:312015 Page 1 I D:O?byTlmzBaPJSWacOaRYQeyzkUA-h Pgigtg7cbVvp9xX01jHLC7sGxaxoJMRjkFAY?ydMal 17-11-11 24-25 2- -0-0 5.6.2 4-11�i 7-1-0 0-4-15 6-2-10 04: 5 3.8-12 6-7-10 7-g 5x10 = 6.00 12 5x10 = Scale = 1:77.3 5 R M L 4x5 = 4x4 = 3x4 II 3x4 II 4x10 = 4x6 = LOADING (psf) TOLL 20.0 TCDLSnow=20.0) CDL 10.0 RCr)L 100 BCLL 0.0 " SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC20121TP12007 CSI. TC 0.89 BC 0.98 WB 0.78 (Matrix -M) DEFL. in (loc) I/deft Ud Vert(LL) -0.15 M >999 240 Vert(TL) -0.34 M >999 180 Horz(TL) 0.10 K n/a n/a PLATES GRIP MT20 220/195 0 Weight: 255 Ib FT = 20% LUMBER- BRACING- is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the the building designer. TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 2x6 DF SS G 'Except' BOT.CHORD Rigid ceiling directly. applied or 3-4-10 oc bracing. Except: E-R,H-M: 2x4 DF Stud/Std G 1 Row at midpt E -Q WEBS 2x4 DF Stud/Std G "Except* WEBS 1 Row at midpt H -O L -N: 2x4 DF No.2 G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation guide. REACTIONS. (Ib/size) B=311/0-5-8, R=1898/0-5-8, K=1218/Mechanical Max Horz B=157(LC 10) Max UpliftB=-51(LC 10), R=161(1 -C 10), K=-153(LC 11) Max Grav B=348(LC 31), R=2507(LC 29), K=1541(LC 29) FORCES. (lb) - Max..Comp./Max. Ten. - All forces 250 (lb) or less except when shown. p TOP CHORD B -X=-270170, C -D-38/808, D -E=-15/861, E -F=-1354/124, F -G=-1661/206, G -H=-1972/203, �+ 1311TTE COUNTY H -I=-3030/263, 1-Y=-3083/242, J -Y=3174/234, J -Z-2882/289, K -Z=-2980/271 D l� BOT CHORD O -R=-2473/186, E -Q=-2261/175, P -Q=-573/195, P-AA=0/1066, O-AA=0/1066, N -O=-28/2707, D E 9 w�y tjDIVISION H = /1063, K -L=-17112591 WEBS C -Q=-78786/112, E -P=0/1768, F -P=-548/90, F -O=-100/824, G -O=-13/571, H -O=-1519/214, APPROVED L -N=-182/2671, J -N=-20/289, J -L=-720/122 NOTES - 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 91,QF ESS/Qv 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs �� Q ` non -concurrent with other live loads. 0� N IO \ 7 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.CO 7) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-" wide will ( 7642 8 m fit between the bottom chord and any other members, with BCDL = 10.Opsf. Cr - 8) A plate rating reduction of 20% has been applied for the green lumber members. EXP. 12/3112016 m 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 51 Ib uplift at joint B, 161 Ib uplift at joint R and 153 Ib uplift at joint K. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. l� CIVIL TFOF CAIN September 15,2015 ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE M11-7473 rev. 02tl 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. ., 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 erector. Additional permanent bracing of the overall structure is the the building designer. MiTek' responsibility of For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANS1/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria. VA 22314. 7777 Greenback Lane Suite 109 'Job Truss Truss Type Qty Ply Smith 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-2-11 oc pudins. BOT CHORD 2x6 DF SS G "Except" BOT CHORD Rigid ceiling directly applied or 2-11-8 oc bracing. 845414240 1504054 AS California Truss 1 1 � guide. REACTIONS. (Ib/size) B=290/0-5-8, S=1927/0-5-8, L=1 211 fit between the bottom chord and any other members, with BCDL = 10.Opsf. Max Horz B=173(LC 10) 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. Job Reference (optional) - SYS t tMS FLUS LUMBER CO, ANDERSON, CA 7.630 s Jul 28 2015 MiTek Industries, Inc. Tue Sep 15 12:09:33 2015 P890.1 2243-1I D:O?byTlmzBaPJSWacOaRY0eyzkUA-enxS5ZiN7Clc2T4w8jllQdCHGkKzGEIjB2kHcuydMaG 1-0-0 582 10.56 14.10.13 19812 19. 111 222274 ze•4.0 34.11no 42.211 -0O 582 4-116 45.5 4-7-15 0.4- 5' i 2.36 0- � 5812 6.7.10 7.2.8 Scale = 1:77.3 5x8 = 6.00 12 5x6 = 4x5 = 4x4 = 4x5 = 2x4 II 4x10 = 4x6 = tel T(psf) 0.0 (Roof Snow=20.0) TCDL 10.0 BCLL 0.0 • RCQ1 1100 SPACING- 2-0-0 Plate Grip DOL '1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012rrP12007 CSI. TC 0.54 BC 0.69 WB 0.72 (Matrix -M) DEFL. in (loc) I/deft Ud Vert(LL) -0.17 N >999 240 Vert(TL) -0.36 O -P >999 180 Horz(TL) 0.12 L n/a n/a PLATES GRIP MT20 220/195 Weight: 266 Ib FT = 20% LUMBER- BRACING - 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-2-11 oc pudins. BOT CHORD 2x6 DF SS G "Except" BOT CHORD Rigid ceiling directly applied or 2-11-8 oc bracing. D-S,I-N: 2x4 OF Stud/Std G WEBS 1 Row at midpt F -R, 1-P WEBS , 2x4 DF Stud/Std G *Except* MiTek recommends that Stabilizers and required cross bracing M -O: 2x4 OF No.2 G be installed during truss erection, in accordance with Stabilizer [installation � guide. REACTIONS. (Ib/size) B=290/0-5-8, S=1927/0-5-8, L=1 211 fit between the bottom chord and any other members, with BCDL = 10.Opsf. Max Horz B=173(LC 10) 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. Max UpliftB=-43(LC 10), S=-190(LC 10), L=-160(LC 11) 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 Ib uplift at joint B, 190 Ib uplift at joint S Max Grav B=330(LC 31), S=2664(LC 29), L•=1559(LC 29) and 160 Ib uplift at joint L. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. TOP CHORD 11 / = , 90 ?5/144, BUTTE' G-AA15168, G -H915133/210. H -AB -l 5/162 I -J=3170/288, COUNTY TY J -K=-3421 /259, K -AC= -2881 /302, L -AC -3035/285 B ` �� 1� j c I O A' BUILDING BOT CHORD R -S=-2632/215, D -R=-499/153, R -AD= -0/900, AD -AE= -0/900, O -AE= -0/900, O-AF=0/1282, d�j d a 1 V P -A /1282, 1. WEBS C -RF -7052/134,0, R= 24/96102, F-0=0/592, 1 G -0= -301/774G -P=-126/649, H-P=-6/447,�1°'� �' ; WED g MiTek responsibility of For general guidance regarding * fabrication, quality control, storage, delivery, erection and bracing, consvlt ANSI/TPII Quality Criteria, DSB-89 and BCSI Buflding Component I-P=-1785/259, M-0=-187/2736, K-0=0/323, K -M=-750/123 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. ESS/04, 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs �oQ1kOF ` N'O ��� non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. C� ()WO y Q �� C 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 1-0-0 wide will 7642 8 m fit between the bottom chord and any other members, with BCDL = 10.Opsf. fL OfZ 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. rn Q EXP. 12/31/2016 ^� 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 Ib uplift at joint B, 190 Ib uplift at joint S * and 160 Ib uplift at joint L. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. �� IV t OFC September 15,2015 ® WARNING - Verily design parameter: and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. OVM015 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. 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 responsibillity of the erector. Additional permanent bracing of the overall structure is the the building designer. g MiTek responsibility of For general guidance regarding * fabrication, quality control, storage, delivery, erection and bracing, consvlt ANSI/TPII Quality Criteria, DSB-89 and BCSI Buflding Component I ITek• Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. 7777 Greenback Lane Suite 109 sJob I Truss Truss Type Qty Ply Smith i TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-1-11 oc puffins. I Rigid ceiling directly applied or 3-9-3 oc bracing. R46414241 1509-054 A9 California Truss 1 1 Installation guide. REACTIONS. (Ib/size) B=284/0-5-8, T=1931/0-5-8, M=1219/Mechanical between the bottom chord and any other members, with BCDL = 10.Opsf. Max Harz B=186(LC 10) 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to for Job Reference (optional) „�, cn,a rwa wmocn w wvucrcovrr, i,ia - /.15;70 S Jul 2a 2015 MiTek Industries, Inc. Tue Sep 15 12:09:34 2015 Pegs 1 I D:O?byTlmzBaPJSWacOaRYQeyzkUA-6zVrlvj?u WtTgdf6hRG_zglVxBgg?fhtPiTr8KydMaF 22-3-1 -1.0.0 552 10.56 14.10-13 19512 19. 0,15 22 7r•1 284-0 34.11.10 42.2 0 -0-0 552 4.116 4.5.5 4.7-15 24-2 04- 5512 0.7.10 7.26 Scale = 1:77.5 3x10 = 6.00 12 5x8 \\ - \ H 5x6 � G I 4x4 4x6 3x10 F 3x10 J 2x4 II EAB K D 3x4 3x4 i L C P A B 6x8 = AC AD R AE O AF M^q 3x4 = 4x8 = 5x14 = 1d Iw -. u T 3x5 = 3x4 = 2x4 II O N 20 II 4x8 = 3x8 = LOADING (psf) TCLL 20.0 (Root Snow=20.0) TCDL 10.0 BCLL 0.0 ' 10.0 �DL_ SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TPI2007 CSI. TC 0.35 BC 0.66 WB 0.87 Matrix -Mc ( ) DEFL. in (loc) I/deft Ud Vert(LL) -0.16 R -S >999 240 Vert(TL) -0.50 R -S >771 180 Horz(TL) 0.11. M n/a r1/a PLATES GRIP MT20 220/195 Weight: 239 Ib FT = 20 /o LUMBER- BRACING - 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-1-11 oc puffins. BOT CHORD 2x4 DF No.1&Btr G "Except" BOT CHORD Rigid ceiling directly applied or 3-9-3 oc bracing. D-T,J-O: 2x4 DF Stud/Std G WEBS 1 Row at midpt F -S, J -Q WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing CD C be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=284/0-5-8, T=1931/0-5-8, M=1219/Mechanical between the bottom chord and any other members, with BCDL = 10.Opsf. Max Harz B=186(LC 10) 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to for Max UpliftB=-42(LC 10), T=-203(LC 10), M=-171(LC 11) girder(s) truss to truss connections. Max Grav B=323(LC 17), T=1931(LC 1), M=1266(LC 18) 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 Ib uplift at joint B, 203 Ib uplift at joint T FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. and 171 Ib uplift at joint M. TOP CHORD G 98, , 624 J`IT >r CO1 I A I T� -I 212/294, I -DJ= 1 90/215, J -K=622841 9734, K -L 02 67, L MF -221 8 296/1 size or orientation of puffin along the top and/or bottom chord. BOT CHORD B -U=-267/599, S -T=-1894/227, D -S=-295/154, S -AC= -19/617, AC -AD= -19/617, 7.is,.14.,,DQ NIG 01VISION R-AD=19/617, R-AE=0/912, Q-AE=0/912, O -AF= -60/2125, P -AF= -59/2125, J -P=-19/753, ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEM11-7473 rev. 02/182015 BEFORE USE. M-N=-415/1939at; ; ," � WEBS C -S=-624/122, F -S=-1818/107, F -R=0/603, G -R=-306/83, G- Q=-148/659, I Q=12/336, '` 4hm�' 11 J -Q=-1228/235, N -P=-177/1972, L -N=-522/138 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 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 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 18.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs�01 Q?,QFESS/oN N IO non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. Q (C CD C 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.co 7)' This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1 -"wide will (7642 8 z m between the bottom chord and any other members, with BCDL = 10.Opsf. Z 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to for Q EXP. 12/31/2 615 girder(s) truss to truss connections. * 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 Ib uplift at joint B, 203 Ib uplift at joint T and 171 Ib uplift at joint M. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical puffin representation does not depict the the the �Q 9T size or orientation of puffin along the top and/or bottom chord. ttl� F0F CAO1 September 15,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEM11-7473 rev. 02/182015 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.G Appl'icabilify 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 responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding iC MiTek" ' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component lately Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria, VA 22314. 7777 Greenback Lane Suite 109 tJob ,1 Truss Truss Type TCLL 20.0 Ply Smith , (Roof Snow=20.0) plate Grip DOL 1.15 71� Lumber DOL 845414242 1509-054 At 0 Special Truss 240 1 BC 0.31 Vert(TL) -0.16' R -T >999 180 m _lob Reference (optional) "'"' ^"' " ""•"'"` `�`�• ^...... f.OJu s Jul La 2u15 Mile, Inauames, Inc. 1118 Sep 15 12:05:42 2015 Page 1 f ID:O?byTlmzBaPJSWacOaRYQeyzkUA-dzMA07508XKsRdh6eW KostbamBOyp7nDSct4KLydMb3 2 { 4101.5•_8 1 15.91-a [ {24-0-0 29.1-0 I334-0 f317-11 +3s1.8 1�1ia-0 F2 2 4-3-0 3.3.11 2,5.13 24)S 63-0 dma 41 0 x W 4x4 = 4x5 = 4x4 = 3x4 II 6.00 5x6 = AD G AE Scale = 1:92.7 --- 4x6 = 41.1.13 saz 1 10 z -1z to{f6 17.7-tz I z4-10-0 33ea { 391-0 3s-r1o�a + 48a-0 SS2 4-8.10 0.2.12 7.24 7.24 8-60 S9A• 0.6.0 7$3 1.3.13 LOADING (psf) TOP CHORD 2x4 DF No.18Btr G TOP CHORD TCLL 20.0 SPACING- 2-M (Roof Snow=20.0) plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 ' Rep Stress Incr YES 240 Code IBC2012frPI2007 BC 0.31 4x0 — [N:0 -2-4,0-0-91,[V:0-2-12,0-3-81 TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 4-10-10 oc puffins. BOT CHORD 2x6 DF SS G "Except' BOT CHORD CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TC 0.50 Vert(LL) -0.06 T -U >999 240 MT20 220/195 BC 0.31 Vert(TL) -0.16' R -T >999 180 m WB 0.94 Horz(TL) 0.03 O n/a n/a M (Matrix -M) EXP. 12/31/2016 m 8) A plate rating reduction of 20% has been applied for the green lumber members. Weight: 309 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 4-10-10 oc puffins. BOT CHORD 2x6 DF SS G "Except' BOT CHORD Rigid ceiling directly applied or 4-4-7 oc bracing. D -W: 2x4 DF Stud/Std G WEBS 1 Row at midpt F -V, G -U WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing' U -AL= -25/870, U-AM=0/870, AM-AN=0/870, T-AN=0/870, T -AO= -8/1152, S -AO= -8/1152, S R be In,during truss erection, in accordance with Stabilizer -AP= -8/1152, -AP= -8/1152, O-R=0/355UEN WEBS V -X=-101/395, C -V=-485/124, F -V=-1428/80, F -U=0/350, G -T=-182/994, H -T=-991/213, Installation uide. REACTIONS. All bearings 0-5-8. Q tC �iL (Ib) - Max Horz B=220(LC 10) non -concurrent with other live loads. Max Uplift All uplift 100 Ib or less at joint(s) B, N except W=-226(LC 10), 0=-247(LC 11) 2 Max Grav All reactions 250 Ib or less at joints) except B=424(LC 17), W=1662(LC 17), N=490(LC 45), 0=1966(LC 35) m FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-448/53, F -AD= -1119/151, G -AD= -957/177, G -AE= -1433/278, H -AE= -1555/266, 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS H-AF=1305/193, AF -AG= -1305/193, 1 -AG= -1305/193, 1 -AH= -719/169, J -AH= -710/170, ®®yy � /� Af ftq� r;1 JUIyTM J -AI= -767/170, K -AI= -802/156, K-AJ=0/593, L -AJ= -14/538, L -M=-30/488, M -N=-183/335 r BOTCHORD B-X=-98/351,V-W=-1627/252,D-V=-318/173,V-AK=-25/870,AK-AL=-25/870,1,J�1,.��?)�lt7 eri �dv,��OAI � V U -AL= -25/870, U-AM=0/870, AM-AN=0/870, T-AN=0/870, T -AO= -8/1152, S -AO= -8/1152, S R -AP= -8/1152, -AP= -8/1152, O-R=0/355UEN WEBS V -X=-101/395, C -V=-485/124, F -V=-1428/80, F -U=0/350, G -T=-182/994, H -T=-991/213, d, I -T=-4/411, I -R=-757/90, M -P=0/301, K -R=-2/745, K -Q=-1583/180, M -Q=-838/142 Q tC �iL NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS . (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 OF ESS/o4, 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3 Unbalanced Flo N snow loads have been considered for this design. �Q- �01 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs Q tC �iL non -concurrent with other live loads. OGj 2 5) Provide adequate drainage to prevent water ponding. W 7642 $ Z m 6) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent 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 1-" wide will f t7 M fit between the bottom chord and any other members, with BCDL = 10.Opsf. EXP. 12/31/2016 m 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) B, N except Qt=1b) W=226, 0=247. 10) "Semi-rigid pitchbreaks with fixed heels" Member fixity in IV T9T end model was used the analysis and design of this truss. FBF CAL\ September 15,2015 ® WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 02116/2015 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. Applicability of design parameters and proper Incorporation of component is responsibUity of building designer - not truss designer. Bracing shown ti'^YtJ 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 binding designer. For general guidance regarding MiTek" fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 22314. 7777 Greenback Lane Suite 109 Job i Truss Truss Type CityPlyTJomb"Reference 5x6 = G• Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown tiJ is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility, of the erector. Additional bracing the is the the building designer. For R45414243 1509-054 All Special Truss 1 Suite 109 rnhus-Hei G 5x6 = (optional) ara r cma r��a wmocrt vv, rrvu�rtavrv, t,h r.a3U a Jul 28 LU75 MI1ak moustrfe9, Inc. Tug Sep 15 12:08:45 2015 -Mg 1 ID:O?byTlmzBaPJSWacOaRYOeyzkUA-2Y2JO87GRSiOI50hKeuVUVD7Y03xOVtf8a51xgydMbO 5.6.2 10 -SA 15.9-0 21-1-0 22-10-0 27-1-0 27.8.1 31.4-5 362-12 41-1-8 43.1-0 48.8-0 4 55-2 4.11-0 5312 63.12 1.9-0 4-3-0 0.7-1 3-0-4 410.7 4-10.12 2-0-0 Scale = 1:92.6 LUMBER - TOP CHORD 2x4 DF No.18Btr G BOT CHORD 2x6 DF SS G 'Except' D -X: 2x4 DF Stud/Std G WEBS 2x4 DFStud/Std G BRACING - TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied or 5-10-13 oc puffins Rigid ceiling directly applied or 4-4-2 oc bracing. 1 Row at midpt F -U, K -R, 1-U, I -S MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-5-8. (lb) - Max Horz B=220(LC 10) Max Uplift All uplift 100 Ib or less at joints) B, O except X=-217(LC 10), R=-245(LC 11) Max Grav All reactions 250 Ib or less at joints) except B=406(LC 17), X=1697(LC 17), R=1961(LC 35), 0=467(LC 1 35) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-408/78, C -D=80/332, D -E=-1025/119, E -AD= -957/123, F -AD= -876/138, F -G=-1032/211, G -H=-1290/252, H -AE= -1109/199, AE -AF= -1109/199, AF -AG= -1109/199, I -AG= -1109/199, I -J=-833/205, J -AH= -921/199, K -AH= -978/178, K-AI=0/464, L -AI= -1/362, L -M=-54/439, N -O=-282/91 BOT CHORD B -Y=-112/316, W -X=-1662/243, D -W=-1412/203, V -AJ= -25/856, U -AJ= -25/856, U-AK=9/1093, T -AK= -9/1093, S -T=-9/1093, S-AL=0/517, AL-AM=0/517, R-AM=0/517 WEBS W -Y=-123/360, C -W=-531/115, D -V=-30/1196, F -V=-458/102, G -U=-148/855, H -U=836/182, M -O=-72/442, L -R=-303/95, M -R=-335/92, K -S=0/602, K -R=1535/194, I -S=-556/95 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 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 18.0 psi or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psi 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 1-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 100 Ib uplift at joint(s) B, O except (jt=lb) X=217, R=245. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. BUTTE- COUNTY ;I !VISION PR OVED QFtOF ESS/ON ��F�P�pi N 10 yF�F2�, �2 Z tL C j 76428 z m * Of EXP. 1/31/2016 ^7 qTF......... OFC September 15,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 0211612015 BEFORE USE Design valid for use only with MfTek connectors. This design is based only upon parameters shown. and is for an individual building component. 5x6 = G• Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown tiJ is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility, of the erector. Additional bracing the is the the building designer. For 6.00 12 permanent of overall structure responsibifity, of general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSO -89 and BCSI Building Component IV I 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. lee Street, Suite 312, Alexandria, VA 22314. Suite 109 rnhus-Hei G 5x6 = 5x6 = N 3x5 = 3x5 3x6 G F AE A AG J 3x5 -1AD AN K 2x4 II 5x6 4x5 i , E AI 5x6 = o D L M d °4 3x5 C N O c � cpqQQ7 of AB 6x8 = V AJ 11 AK T S AL AM R Q ,cL 6x12 = 4x6 —_ 4x8 = 4x8 = 40 = 4x5 = Y x 4x5 = 4x4 = 3x4 II 55-2 10.2.12 105-8 159-0 22.10-0 31-4.5 39-10-0 41-1-843-1-81 5-f>2 4$-19 0.2.12 5612 7-0-1 f 0.A-5 } 14511 1 '+-o -00 5-0.8 Plate Offsets (X,Y)— [J:0-3-0,0-0-14) [0:0-4-12,0-1-5) [W:0-5-8,0-3-0) LOADING (psf) TOLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.34 Vert(LL) -0.06 S -U >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.23 Vert(TL) -0.15 S -U >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.79 Horz(TL) 0.02 O n/a n/a Pani 1 n n Code IBC2012/TP12007 (Matrix -M) Weight: 314 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.18Btr G BOT CHORD 2x6 DF SS G 'Except' D -X: 2x4 DF Stud/Std G WEBS 2x4 DFStud/Std G BRACING - TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied or 5-10-13 oc puffins Rigid ceiling directly applied or 4-4-2 oc bracing. 1 Row at midpt F -U, K -R, 1-U, I -S MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-5-8. (lb) - Max Horz B=220(LC 10) Max Uplift All uplift 100 Ib or less at joints) B, O except X=-217(LC 10), R=-245(LC 11) Max Grav All reactions 250 Ib or less at joints) except B=406(LC 17), X=1697(LC 17), R=1961(LC 35), 0=467(LC 1 35) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-408/78, C -D=80/332, D -E=-1025/119, E -AD= -957/123, F -AD= -876/138, F -G=-1032/211, G -H=-1290/252, H -AE= -1109/199, AE -AF= -1109/199, AF -AG= -1109/199, I -AG= -1109/199, I -J=-833/205, J -AH= -921/199, K -AH= -978/178, K-AI=0/464, L -AI= -1/362, L -M=-54/439, N -O=-282/91 BOT CHORD B -Y=-112/316, W -X=-1662/243, D -W=-1412/203, V -AJ= -25/856, U -AJ= -25/856, U-AK=9/1093, T -AK= -9/1093, S -T=-9/1093, S-AL=0/517, AL-AM=0/517, R-AM=0/517 WEBS W -Y=-123/360, C -W=-531/115, D -V=-30/1196, F -V=-458/102, G -U=-148/855, H -U=836/182, M -O=-72/442, L -R=-303/95, M -R=-335/92, K -S=0/602, K -R=1535/194, I -S=-556/95 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 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 18.0 psi or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psi 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 1-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 100 Ib uplift at joint(s) B, O except (jt=lb) X=217, R=245. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. BUTTE- COUNTY ;I !VISION PR OVED QFtOF ESS/ON ��F�P�pi N 10 yF�F2�, �2 Z tL C j 76428 z m * Of EXP. 1/31/2016 ^7 qTF......... OFC September 15,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 0211612015 BEFORE USE Design valid for use only with MfTek connectors. This design is based only upon parameters shown. and is for an individual building component. G• Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown tiJ is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility, of the erector. Additional bracing the is the the building designer. For q iTek" permanent of overall structure responsibifity, of general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSO -89 and BCSI Building Component IV I 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. lee Street, Suite 312, Alexandria, VA 22314. Suite 109 rnhus-Hei Job t �' �' ^'� • ��� ^'�'-^ ��• ^^��^�� �^ Truss TOP CHORD 2x4 DF No.18Btr G TOP CHORD Qty Ply Smith D -X: 2x4 DF Stud/Std G WEBS 1 Row at midpt H -U, H -S �TrussType ' C" AG 845474244 1509-054 Al2 ' HIPTRUSS 1 1 3x5 - (lb) - Max Horz B=218(LC 10) . Max Uplift All uplift 100 Ib or less at joints) B, N except X=-222(LC 56), 0=-297(LC 11) 3x5 Job Reference (optional) 1.O4u s Jul 28 20TD MI I ex moustaes, Inc. TUB Sepp 15 12:08:49 2015 Page 1 ID:O?byTlmzBaPJSWacOaRYQeyzkUA-wJHgsWAnVhCsmijSZUyReLOmn?OvyMgF3C3y3RydMay 451.13 - 40 58-2 145-8 ' 1510.72 21-3-11 254-0 29-0-0 33-11-3 3a&5 40.0.1 43-1$ 4394 48.8-0 4 40 582 4118 SS4 5.4.15 445 4.7.3 473 187 12 3b-3 -0-0 1.4-8 Scale: 1/8"=1' (5x6 6.00 12 TOP CHORD 2x4 DF No.18Btr G TOP CHORD .3x8 = 5x6 Rigid ceiling directly applied or 3-11-1 oc bracing. D -X: 2x4 DF Stud/Std G WEBS 1 Row at midpt H -U, H -S WEBS 2x4 DF Stud/Std G ' C" AG AH be installed during truss erection, in accordance with Stabilizer 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Installation uide. Suite 109 3x5 - (lb) - Max Horz B=218(LC 10) . Max Uplift All uplift 100 Ib or less at joints) B, N except X=-222(LC 56), 0=-297(LC 11) 3x5 Max Grav All reactions 250 Ib or less at joint(s) except B=432(LC 33), X=2032(LC 33), N=468(LC 41), Q=2180(LC 33) 3x6 % AF F J, 4x5 % E NAILED 11 AE NAILED 5x6 D >EAK 5x6 = -1 d. 3x5 AD L AL C A 1 A B N O I IcL qj A 6x8 = V AN U AO T AP S AD R O ARP AS d 4x5 = 4x8 = 2x4 II 8x12 = 4x5 = 4x4 = 4x4 = 4x5 = 4x5 = Y X 4x4 = 3x4 II NAILED NAILED 431-0 5.8.2 10.2.12 7 1510.12 1-8-11 25.4-0 29-0 3 11.3 30.10-0 4 12 51.3 48-0-0 582 4470 0.2-12 554 5.4-15 4.0.5 570.13245 1 343 Plate Offsets (X,Y)— [S:0-5-0,0-4 el, [W:0-5-8,0-3-01 DING (Ps20.0 TO` SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.45 Vert(LL) -0.04 T >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.36 Vert(TL) -0.10 T -U >999 180 BCLL0.0 ' Rep Stress Incr NO WB 0.60 Horz(TL) 0.02 N n/a n/a BCDL 100 Code IBC2012/TP12007 (Matrix -M) Weight: 326 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 5-8-14 oc purlins. BOT CHORD 2x6 DF SS G "Except* BOT CHORD Rigid ceiling directly applied or 3-11-1 oc bracing. D -X: 2x4 DF Stud/Std G WEBS 1 Row at midpt H -U, H -S WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing MiTek*- permanent structure responsibirity of designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component be installed during truss erection, in accordance with Stabilizer 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Installation uide. Suite 109 REACTIONS. All bearings 0-5-8. (lb) - Max Horz B=218(LC 10) . Max Uplift All uplift 100 Ib or less at joints) B, N except X=-222(LC 56), 0=-297(LC 11) Max Grav All reactions 250 Ib or less at joint(s) except B=432(LC 33), X=2032(LC 33), N=468(LC 41), Q=2180(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-466/91, D -AE= -1259/74, E -AE= -1157/82, E -F=-1130/101, F -AF= -1219/119, G-AF=1088/143, G -AG= -972/156, AG -AH= -973/156, H -AH= -974/155, H -AI= -910/176, I -AI= -909/177, I -J=-1125/175, J -K=-1101/154, K -AJ= -94/451, AJ -AK= -50/400, AK -AL= -53/331, L -AL= -47/331, L -AM= -357/86, M -AM= -354/85, M -N=-445/79 BOT CHORD B -Y=-115/368, W -X=-1996/247, D -W=-1711/211, V -AN= -35/1011, U -AN= -35/1011, U -A0=30/1091, T -AO= -30/1091, T -AP= -30/1091, S -AP= -30/1091, S-AQ=0/864, R-AQ=0/864, Q -R=-297/150, P -AS= -13/354, N -AS= -13/354 WEBS W -Y=-125/416, C -W=-489/114, D -V=-33/1265, F -V=-520/88, F -U=92/253, G -U=-17/253, H -U=-337/91, H -S= -413/87,1 -S= -23/263,J -S= -63/361,)-R=-628/73, K -R=-18/1352, K -Q=-1844/292, L -Q=-532/230 BUTTE COUNTY BUILDING DIVISION APPROVED NOTES - ,1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct= 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 18.0 psf or 2.00 times flat roof load of 20.0 psi on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psi 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 1-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, N except (jt=1b) X=222, 0=297. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. Q"'OF ESS/ON 'ES '§l ycca ��'n IL v 76428 z m It* EXP. 12/31/2016 /^�� * iiA C I— :_ OF CAS ® WARNING - VenYy design Parametenl and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII.7473 rev. 02182015 BEFORE USE ' Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building liccomponent. 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 erector. Additional bracing of the overall is the the building MiTek*- permanent structure responsibirity of designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 x SYSTEMS PLUS LUMBER.CO, ANDERSON, CA 7.630 s Jul 28 2015 MTek Industries, Inc. Tue Sep 15 12:08:49 2015 Page 2 ID:O?byTlmzBaPJSWacOaRYQeyzkUA-wJHgsWAnVhCsmijSZUyReLOmn?OvyMgF3C3y3RydMay NOTES - 12) Hanger(s) or other connection device(S) shall be provided sufficient to support concentrated load(s) 161 Ib down and 176 Ib up at 40-7-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -G=-60, G-1=-60, I -L=-60, L -M=-60, M -O=-60, B -X=-20, N -W=-20 Concentrated Loads (lb) Vert: AJ= -105 AL= -15(B) AM= -42(B) Job � Truss Truss Type Qty Ply ^' �Smih R454/4244 1509-054 A72 HIP TRUSS 1 1 ' Job Reference (optional) r Int rr� r ^*�t WITY �. BUTTE1Q%Ut BUILDING 6 Qj.yl ON ®WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MirEK REFERANCE PAGE Mll-7473 rev. 02H62015 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and •u for an individual building component. Applicability of design parameters and proper incorporation of component is responsofliy 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 p v erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding IV I iTek• fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 htq CA gsatn Job ' Truss Truss Type Qty Ply Smith LUMBER- BRACING - 7777 Greenback Lane TOP CHORD 2x4 OF No. '18Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 DF No.18Btr G *Except* BOT CHORD Rigid ceiling directly applied or 3-11-0 oc bracing. 845414245 1501054 A13 Hip Truss 1 1 Installation guide. REACTIONS. (Ib/size) B=440/0 -5 -8,R=1638/0 -5-8,K=1157/0-5-8 Max Horz B=309(LC 10) Job Reference (optional) JTZ, 1 CMJ r'LUJ LUMCCK UU, ANUCKJUN, UA r.bJu s Jul la luib MI lex Inausmes, mc. rue JBpp 1J 11:ua:J1 1u1J vagi ID:O?byTlmzBaPJSWacOaRYQeyzkUA-siPaHCB101Sa00trgv?vkmT1 Kp?ZQGAYW WY37KydMaw -i-0-0 5$-2 10-5-6 16-10-12 2 - I 5-0.2 4-11-0 _ 6-5-0 6 4 15 4 0 5 6 4-0 6-2-0 0. Scale= 1:77.2 8x14 M18SHS = 6.00 12 5x6 = C' X H Y S R 3x4 = 3x5 = ' 30 = 30 II LOADING (psf) TCLL 20.0 (Root Snow=20.0) TCDL 10.0 RCD[ 10.0 BCLL 0.0 ' SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012lrP12007 CSI. TC 0.83 BC 0.66 WB 0.61 (Matrix -M) DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) I/deft Ud -0.07 M -N >999 240 -0.20 M -N >999 180 0.03 K n/a n/a PLATES GRIP MT20 220/195 M18SHS 220/195 Weight: 237 Ib FT = 20% LUMBER- BRACING - 7777 Greenback Lane TOP CHORD 2x4 OF No. '18Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 DF No.18Btr G *Except* BOT CHORD Rigid ceiling directly applied or 3-11-0 oc bracing. D -R: 2x4 DF Stud/Std G WEBS 1 Row at midpt F -N, G -M, H -M, I -M WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=440/0 -5 -8,R=1638/0 -5-8,K=1157/0-5-8 Max Horz B=309(LC 10) Max UpliftB=-3(LC 10), R=-251(LC 10), K=-89(LC 11) Max Grav B=443(LC 17), R=2103(LC 29), K=1540(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-556/88, D -E=1462/66, E -F=-1251/84, F -G=-1343/130, G -X=-1067/159, BUTTE COUNTY H -X=-1067/159, H -Y=-1166/149, 1-Y=-1331/126, I -Z=1276/106, J -Z=-1360/80 BOT CHORD B -S=-343/700, O -R=-2062/275, D -Q=-1809/243, P -AA= -99/1171, 0 -AA= -99/1171, BUILDING DIVISION N-O=-99/1171,0-AB=-28/1080, =-43/128/1080, -483/932/1141,L-AC=-32/1141 WEBS Q -S=-140/345, C -Q=-422/79, D -P=-4311372, F -P=-483/94, G -N=-20/331, H -M=-3/283, � APPROVED I -L=-549/92, J -K=-1489/118, J -L=-37/1322 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct= 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 18.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs �OQ�OF ESS/ON, non -concurrent with other live loads. i N 10 y 1 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. Q , C 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. C 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 1-0-0 wide will (76428 ' Z rM fit between the bottom chord and any other members, with BCDL = 10.Opsf. LJLJ Of t7 M 9) A plate rating reduction of 20% has been applied for the green lumber members. Q EXP, 12/31 /2016 m 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, K except Qt=lb) R=251. / 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. OF CAS September 15,2015 ® WARNING - Verfly design Parameters and READ NOTES ON THIS AND INCLUDED MIFEK REFERANCE PAGE MII.7473 rev. OV16,2015 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. 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 responsibillity of the erector. Additional bracing the is the the building designer. For YC7 MiTek* permanent of overall structure responsibility of general guidance regarding labricotion, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB•89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Truss R45414246 SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jul 28 2015 MiTek Industries, Inc. Tue Sep 15 1 ID:O?byTlmzBaPJSWacOaRYQeyzkUA-p5XLhtDHYvilFK1 EoK1 NpBYD 1-0 5.6-2 a -111i s -s-4 s -0-1s a -0•s s-0.0 s-2-0 0.58 Scale = 1:86.1 8x14 M18SHS = 6.00 12 5x6 = C' H AF 3x8 = 4x5 = LOADING (psf) TOLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.89 Vert(LL) -0.15 N-0 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.87 Vert(TL) -0.37 N -O >999 180 M18SHS 220/195 BCLL 0.0 ' Rep Stress Incr YES WB 0.91 Horz(TL) 0.10 L n/a n/a BCDL 100 Code IBC2012/TP12007 (Matrix -M) Weight: 259 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.l&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G *Except* BOT CHORD Rigid ceiling directly applied or 3-4-5 oc bracing. D -U: 2x4 DF Stud/Std G WEBS 1 Row at midpt F -R, G -R, I -P WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) B=343/0-5-8, U=2028/0-5-8, L=1482/0-5-8 Max Horz B=227(LC 10) Max UpliftB=-32(LC 11), U=-223(LC 10), L=-175(LC 11) Max Grav B=368(LC 31), U=2621(LC 29), L=1861(LC 29) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (1b) or less except when shown. TOP CHORD B -C=-499/103, C -AC= -76/552, D -AC= -53/697, D-AD=1677/109, E -AD= -1523/112, E -F=-1466/130, F -AE= -1744/178, G -AE= -1512/179, G -H=-1718/227, H-AF=1880/222, I -AF= -2045/199, I -J=-2550/241, J -AG= -2593/225, K -AG= -2730/212, K -AH= -3212/261, L-AH=3397/244 BOT CHORD B -V=-298/647, T -U=-2583/248, D -T=2418/226, S -T=-489/142, S -AI= -35/1362, R -AI= -35/1362, R-AJ=0/1435, Q-AJ=0/1435, P -Q=0/1435, P-AK=0/2319, O-AK=0/2319, N -O=-133/2957, L -N=-327/2957 WEBS C -T=-588/97, D -S=23/2057, F -S=-776/85, F -R=-27/354, G -P=-93/544, H -P=-10/540, I -P=-1002/197, 1-0=-17/484, K -N=0/251, K -O=-740/158 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.bpsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); CategoryII; Exp C; Partially Exp.; Ct= 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 18.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) All plates are 3x5 MT20 unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B except Qt=1b) U=223, L=175. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verily design Parameters and READ NOTES ON THIS AND INCLUDED MiTEK REFERANCE PAGE MIF7473 rev. 0211612015 BEFORE USE. Design valid for use only with M1ek 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 responsibillity of the 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 ANSUTPII Quality Criteria. DSB-89 and BCSI Building Component Safety information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. BUTTE COUNTY BUILDING; DIVISION ArPROVED 9?,0F ESS/ON IN GO 76428 z m * EXP. 12/31/2016 \�OFCAUFO� September 15,2015 HV Welk' 7777 Greenback Lane Suite 109 Job I Truss Truss Type I Qty Ply Smith is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional bracing of the overall is the the building designer. For TOP CHORD 2x4 DF No.1&Btr G *Except* TOP CHORD Structural wood sheathing directly applied or 3-5-14 oc puffins. G -H: 2x6 DF SS G BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. . R45414247 1509-054 A15 Special Truss 1 1 Installation guide. REACTIONS. (Ib/size) B=238/0-5-8, L=1455/0-5-8, T=2160/0-7-12 Max Harz B=227(LC 10) Job Reference (optional) brb 1 CMJ YLUD LUMUtK UV, ANUCKSVN, VA 7.530 s JUI 25 Z015 MiTek Industries, Inc. Tue 5ep 15 120856 2015 Pagel ID:O?byTlmzBaPJSWacOaRYQeyzkUA-DgCTKvFArg5s6nlpTSa4QgAzRqjN5UzHgoGqoXydMar 5.4-2 1-0-1 3-5-11 2$-10 6-2-5 2-10.8 3-3-13 3-5.8 5-9-4 5.9-0 64-0 1-0 Scale = 1:87.8 6x8 = 6.00 12 6x6 = G H AC T AF S R AG Q P :1x5 4x5 = 4x5 = 3x8 = 4x8 = 4x8 = 3x4 II LOADING (PS{) TCLL 20.0 (Roof Snow=20.0) TCLL 10.0 BCL 0.0 ' BCDL 100 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TP12007 CSI. TC 0.49 BC 0.62 WB 0.83 (Matrix -M) DEFL. in (loc) I/deft Ud Vert(LL) -0.24 N -O >999 240 Vert(TL) -0.61 N -O >713 180 Horz(TL) 0.12 L n/a n/a PLATES GRIP MT20 220/195 Weight: 274 Ib FT = 20%. LUMBER- BRACING - is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional bracing of the overall is the the building designer. For TOP CHORD 2x4 DF No.1&Btr G *Except* TOP CHORD Structural wood sheathing directly applied or 3-5-14 oc puffins. G -H: 2x6 DF SS G BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. BOT CHORD 2x4 DF No.1&Btr G "Except" WEBS 1 Row at midpt F -R, 1-0, D -T, G -Q H -P: 2x6 DF SSG MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 DF Stud/Std G be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=238/0-5-8, L=1455/0-5-8, T=2160/0-7-12 Max Harz B=227(LC 10) 'Max UpliftB=-17(LC 10), L=165(1 -C 11), T=-240(LC 10) Max Grav B=292(LC 31), L=1827(LC 29), T=2787(LC 29) , FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-91'4/377, C -AA= -112/580, D -AA= -88/727, D -E=1087/116, E-AB=956/116, F -AB= -839/133, F -G=-1389/189, H -AC= -1788/197, I -AC= -1992/183, I -J=-2897/252, J -AD= -2904/236, K -AD= -3029/224, K -AE= -3194/275, L -AE= -3347/259, G -H=-1647/212 ® pL� BUTTE 1 E COUNTY BOT CHORD Q 6/1142, 61, 1N 16/2348�AH-Al= E31 ILDING. DIVISION AG3 27/856, H-0=0/441, 0 AH=161, 16/2348, Al= -016/23486' L -N=-168/2924 WEBS F -R=-1139/99, I-0=-9891217, I -N=-231582, K -N=-475/185, D -T=-2446/255, D -R=-62/1874, �� G -Q=-592/52, F -Q=-6/561, 0-0=0/1 103, G -O=-48/910, C -T=-344/175 �Q,,,'9� NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psi (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1 oQROF ESS/ONS 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs �Q�' �OT N 10 non -concurrent with other live loads. A\ P CC,p C 5) Provide adequate drainage to prevent water ponding. CO 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.W 76428 Z m 7)' This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1 -"wide will Of Of0 rn fit between the bottom chord and any other members, with BCDL = 10.Opsf. *EXP, 2/31/2 6 8) A plate rating reduction of 20% has been applied for the green lumber members. ?)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B except Qt=1b) L=165 , T=240. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. T �Q �TFOFCM- September 15,2015 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE U11-7473re, 0211612015 BEFORE USE. • Design valid for use only with MiTek connectors. This design is based only upon parameters shown• and is for an individual bu➢ding component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown NMI is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional bracing of the overall is the the building designer. For MiTek permanent structure responsibility of general guicance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Cdteda, DSB•89 and BCSI Building Component Safety Information available from Truss Plate InstBute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 7777 Greenback Lane Suite 109 rim, H-;nhN rA ARM Job Truss Truss Type Qty Ply Smith F -G: 2x6 DF SS G BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. BOT CHORD 2x4 DF No.1&Btr G TOLL 20.0 R45414248 1509.054 A16 SPECIAL TRUSS 1 1 Lid PLATES GRIP (Roof Snow=20.0)TCDL Plate Grip DOL 1.15 Job Reference (optional) v �., cnw rcw wn,ocn vv, nnvcn� n r.eJu S Jul La 2u15 Mn eK maustnes, Inc. TUB 5ep 15 12:09:57 2015 Page 1 I D:0?byTlmzBaPJSWacOaRYQeyzkUA-hsmrXFGoc8DjkxK?195Jz1j6GE24qukQvSONLydMaq 1.0-0 54-2 -4-1 3-0-7 2-9-14 6-2-5 2-10.8 3313 35.8 59.4 S9-0 6�-0 -0�-0 7x14 M18SHS = 6.00 12 5x6 II F G AB S R 0 AE P 0 3x5 = axu — 4x5 = 3x4 II 3x6 = 4x10 = 3x4 II 4x6 = Scale = 1:90.2 0 LI� LOADING (psf) BRACING - J-AC=3315/232, J -AD= -3479/283, K -AD= -3632/268, F -G=-1922/222 TOP CHORD 2x4 DF No.t&Btr G *Except* TOP CHORD Structural wood sheathing directly applied or 3-3-11 oc purlins. F -G: 2x6 DF SS G BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. BOT CHORD 2x4 DF No.1&Btr G TOLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP (Roof Snow=20.0)TCDL Plate Grip DOL 1.15 TC 0.61 Vert(LL) -0.25 M -N >999 240 MT20 220/195 0.0 10.0 Lumber DOL , 1.15 BC 0.66 Vert(TL) -0.66 M -N >705 180 M18SHS 220/195 BCLLL ' Rep Stress Incr YES WB 0.99 Horz(TL) 0.13 K n/a n/a ® WARNING - Verify dea19n Parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02/162015 BEFORE USE Rcnl inn Code IBC2012/TP12007 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding (Matrix -M) fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. 7777 Greenback Lane Suite 109 Weight: 258 Ib FT = 20% LUMBER- BRACING - J-AC=3315/232, J -AD= -3479/283, K -AD= -3632/268, F -G=-1922/222 TOP CHORD 2x4 DF No.t&Btr G *Except* TOP CHORD Structural wood sheathing directly applied or 3-3-11 oc purlins. F -G: 2x6 DF SS G BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. BOT CHORD 2x4 DF No.1&Btr G WEBS 1 Row at midpt H -N, F -P WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 be installed during truss erection, in accordance with Stabilizer 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 Installation uide. REACTIONS. (Ib/size) B=184/0 -5 -8,K=1557/0 -5-8,S=2113/0-7-12 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs�OT Q1,QF N �� q��2 Max Harz B=227(LC 10) Q� y Max UpliftB=-32(LC 10), K=-169(LC 11), S=-211(LC 10) 6) All plates are MT20 plates unless otherwise indicated. =J _CD Max Grav B=236(LC 31), K=1958(LC 29), S=2737(LC 29) 76428 z m 8) truss has been designed for alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-" wide will FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-897/707, C -Z=-1587/99, D -Z=-1569/102, D-AA=1308/134, E -AA= -1276/136 E -F=-1747/196, G -AB= -2086/208, H -AB= -2290/194, H -I=-3183/261, I -AC= -3190/244, BUTTE COUNTY J-AC=3315/232, J -AD= -3479/283, K -AD= -3632/268, F -G=-1922/222 BOT CHORD B -S=-530/1309, R -S=-530/118, Q -R=-530/118, Q -AE= -86/1290, P -AE= -86/1290, BUILDING DIVISION G -N=-8/577, N -AF= -24/2607, AF -AG= -24/2607, M -AG= -24/2607, K -M=-172/3178 WEBS E -Q=-949/102, H -N=-986/217, H -M=-23/578, J -M=-471/185, C -S=-2559/292, C -Q=-37/2110. _D A F -P= -478/61,E -P=18/389, N-P=0/1451,F-N=-50/863 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; -enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. ESS/ON 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs�OT Q1,QF N �� q��2 non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. Q� y 6) All plates are MT20 plates unless otherwise indicated. =J _CD 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. *This 76428 z m 8) truss has been designed for alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-" wide will � fit between the bottom chord and any other members, with BCDL = 1o.opsf. 9) A � rn EXP. 12131/2016 m plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B except (jt=1b) K=169, S=211. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 1ST CIVIC �Q OFC September 15,2015 ® WARNING - Verify dea19n Parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02/162015 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. 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 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding p 1 V IITe k" fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. 7777 Greenback Lane Suite 109 1509-054 IA17 TRUSS Smith R45414249 SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jul 28 2015 MI7ek Industries, Inc. Tue Sep 15 12:09:00 2015 Page 1 ID:O?byTlmzBaPJSWacOaRYQeyzkUA-6RS 9Hlgv3blbO3ailf0bgLaNR9TlFmtbQElylydMan 47-8-0 -1� 8-9.1 7.7-t0 '17-11fi pb-s-1 78-9.7 E2 2 35-5-0 39.4.5 f -7-n e62-0�4�&0� 'I -N 6.9-1 0-'Sg 58.12 1$11 14.15 I 3.6.1--1T3-0.1— 4�-311-5 -2-11'6-7-0 D6-b�..p Skala = 1:85.6 6x8 M18SHS = 6.00 F12 6x8 F G Z U T 5 AL; R AD Q P AE 0 N M 4x5 = 3x6 11 4x6 = - 4x8 = 4x4 = 4x6 = 4x4 = AF 4x6 = 3x10 I I 4x8 = LOADING (psf) VGF!\GI r 1UG1 I V,LV I J ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MIP7473 rev. 0 2/5 88 01 5 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for on individual tulding component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss cesigner. Bracing shown =A 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 6 the the building designer. TOLL 20.0 SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.81 Vert(LL) -0.06 R -T >999 240 MT20 220/195 0.0 10.0 Lumber DOL 1.15 BC 0.36 Vert(TL) -0.13 R -T >999 180 M18SHS 220/195 BCLDL ' Rep Stress Incr YES WB 0.97 Horz(TL) 0.08 M n/a n/a Pant inn Code IBC2012/rP12007 (Matrix -M) Weight: 291 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.t&Btr G BOT CHORD 2x6 DF SS G *Except* B -S: 2x4 OF No.1 &Btr G WEBS 2x4 DF Stud/Std G BRACING - TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied or 3-5-6 oc purlins. Rigid ceiling directly applied or 4-6-9 oc bracing. 1 Row at midpt F -R, G -Q, G -R, C -T, E -R, K -N, H-0 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 11-8-0 except Gt=length) B=0-5-8, U=0-7-12. (lb) - Max Horz B=421 (LC 39) Max Uplift All uplift 100 Ib or less at joints) except B=-470(LC 40), U=-1534(LC 38), N=-402(LC 41), 0=-009(LC 40), M=-1668(LC 41) Max Grav All reactions 250 Ib or less at joint(s) except B=637(LC 27), U=2431(LC 27), N=640(LC 28), 0=1723(LC ` 67), M=1774(LC 50) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1036/971, C -Y=-2220/1548, D -Y=-1802/1094, D -E=-1411/698, E -F=-1774/1134, G -Z=-1204/937, H -Z=-1885/1613, H -I=-1610/1712, I -AA= -1768/1793, J -AA= -2131/2113, J -AB= -1397/1403, K -AB= -2027/1970, F -G=-1416/1011 BOT CHORD B -U=-754/1036, T -U=-754/791, S -T=2108/2439, S -AC= -2108/2439, R -AC= -2108/2441, R -AD= -2732/3077, Q -AD= -2732/3077, P -Q=-2886/3020, P -AE= -2886/3020, O -AE= -2886/3020, O -AF= -3631/3721, N -AF= -1225/1315, M -N=-2737/2737 WEBS C -U=-2269/1611, J -N=-1196/1180, J-0=1058/1134, G -Q=-489/238, G -R=-603/825; E -T=-785/807, C -T=-1523/2137, E -R=-769/814, K -M=-1730/1695, K -N=-1886/1984, H -O=-1563/364, H -Q=-220/937 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 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 20.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 470 Ib uplift at joint B, 1534 Ib uplift at joint U, 402 Ib uplift at joint N, 609 Ib uplift at joint O and 1668 Ib uplift at joint M. BUTTE COUNTY BUILDING DIVISION APPROVED 9?.OFESS/ON �TNIO y��F�G1 �Z Z IL 7642Of 8 z m ATFCIV1� 0FCAUF VGF!\GI r 1UG1 I V,LV I J ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MIP7473 rev. 0 2/5 88 01 5 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for on individual tulding component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss cesigner. Bracing shown =A 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 6 the the building designer. M iTek' . structure responsibility of For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 stn ]Job Truss Truss Type Qty Ply TJobitReference 1509-054 Ail COMMON TRUSS 1 (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jul 28 2015 MTek Industries, Inc. Tue Sep 15 12:09:012015 Pa gge 2 - ID:07byTlmzBaPJSWacOaRYOeyzkUAadOMNcJlgNj9DYemG7AF7t87rUimi00g4 bUlydMam NOTES - 11) This truss has been designed for a total drag load of 5620 Itis, Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 35-M to 46-2-0 for 503:3 plf. 12) "Semi-rigid pitchbreaks with fixed heels Member end fixity model was used in the analysis and design of this truss. 1 Y BUTTE. COUNTY SU11' DING DIVISION ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MIP7473 rev. 0211WO15 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. - - Applicability of design parameters and proper incorporation of component is responsiblity 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 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding IV I iTek♦ fabrication, quality control, storage. delivery, erection and bracing, consult ANSIMII Quality Criteria, DSB•e9 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N: Lee Street, Suite 312, Alexondrio, VA 22314. Suite 109 rh— H,IqhN CA 511,610 SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jul 28 2015 MTek Industries, Inc. Tue Sep 15 12:09:012015 Pa gge 2 - ID:07byTlmzBaPJSWacOaRYOeyzkUAadOMNcJlgNj9DYemG7AF7t87rUimi00g4 bUlydMam NOTES - 11) This truss has been designed for a total drag load of 5620 Itis, Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 35-M to 46-2-0 for 503:3 plf. 12) "Semi-rigid pitchbreaks with fixed heels Member end fixity model was used in the analysis and design of this truss. 1 Y BUTTE. COUNTY SU11' DING DIVISION ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MIP7473 rev. 0211WO15 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. - - Applicability of design parameters and proper incorporation of component is responsiblity 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 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding IV I iTek♦ fabrication, quality control, storage. delivery, erection and bracing, consult ANSIMII Quality Criteria, DSB•e9 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N: Lee Street, Suite 312, Alexondrio, VA 22314. Suite 109 rh— H,IqhN CA 511,610 Job Truss Truss Type Qty PlyT1J.mb"Referen. PLATES GRIP MT20 220/195 e Weight: 271 Ib FT = 20 /o LUMBER- BRACING - TOP CHORD 2x4 DF No.1 &Btr G "Except R45414250 1509-054 A18 California Truss 1 end verticals. BOT CHORD 2x6 DF SS G 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. D -Q: 2x4 DF Stud/Std G WEBS /notional/ SYSTEMS,PLUS LUMBER CO, ANDERSON, CA 7.630 s Jul 28 2015 MiTek Industries, Inc. Tue Sep 15 12:09:03 2015 Page 1 ID:O?byTl mzBaPJSWacOaRYQeyzkUA-WO77olLZC_ztsso9NQCjDlz4ge4?EeOJHOTiYdydMak 23-10.15 27-3-13 -1-0-0 532 11-11E 1511-0 17 7-13 22k5 23-575 264.0 2 1 59-7 31-2-2 354-0 SBE 4.11.9 1 44.7 810 281 SS -510 24-11 4-1-14 0.5-0 0812 Scale = 1:76.3 8x8 = 3x10 II 6.00 12 8x8 = G HW I 4x8 = 4x10 = 3x4 II 2x4 II 234J 532 11- 1E 1571-0 17.7-1a 1.10.9 22 23 15 254-0 354-0 532 SEE 4.11E 13 4.2.11 0.1- 2 0-1- 2 2.10.1 9-0-0 4x5 = 1; LOADING (psi) TOLL 20.0 (Roof Snow=20.0) TCDL 10.0 BCLL 0.0 ' TCDL 10 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TP12007 CSI. TC 0.87 BC 0.75 WB 0.81 (Matrix - MM ( ) DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) I/defl Ud -0.33 O -P >999 240 -0.69 O -P >614 180 0.18 K n/a n/a PLATES GRIP MT20 220/195 e Weight: 271 Ib FT = 20 /o LUMBER- BRACING - TOP CHORD 2x4 DF No.1 &Btr G "Except TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, except G -I: 2x10 DF No.2 G end verticals. BOT CHORD 2x6 DF SS G 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. D -Q: 2x4 DF Stud/Std G WEBS 1 Row at midpt J -K, K -N, D -O WEBS 2x4 DF Stud/Std G "Except" 2 Rows at 1/3 pts H -L P-R,J-K: 2x4 DF No.2 G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=1486/0-5-8, K=1449/0-4-0 Max Horz B=340(LC 7) Max UpliftB=-174(LC 10), K=-65(LC 10) Max Grav B=1776(LC 29), K=1809(LC 29) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-3446/295, C -U=-4058/368, D -U=-3970/384, D -E=-2754/221, E -V=-2545/243, F -V=-2541/246, F -G=-2786/358, G -W=-1563/232, H -W=-1563/230, H-1=-1672/259, I -X=-1275/154, J -X=-1476/138, J -K=-1728/106 BOT CHORD B -R=-388/3027, D -P=-118/1098, O -P=-364/3565, 0-Y=-156/1529, N -Y=-156/1529 WEBS C -R=-768/180, P -R=-402/3043, C -P=-56/538, J -N=-85/1459, F -O=-601/196, D -O=-1572/289, L -N=0/320, H -N=-1946/454, I -N=-309/1425, G -O=-262/1787 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope). gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category If; Exp C; Partially Exp.; Ct= 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 18.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psi 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 1-" 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 174 Ib uplift at joint B and 65 Ib uplift at joint K. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MII-7473 rev. 021612015 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. Applicability of design parometers.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 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 brocing,'consult ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandrio, VA 22314. 13UTTE COUNTY BUILDING DIVISION VE D Q�OF ESS/pN 1QI OZ NCO 10 y� �F2 LU 76428 z m * EXP. 12/31/2016 m CIV) FOFCAk- 0 September 15,2015 V MiTek' 7777 Greenback Lane Suite 109 Job . Truss Truss Type Qty Ply Smith TOLL 20.0 SPACING- ' 2-M CSI. DEFL. in (loc) I/dell L/d 845414251 1509.054 A19 CALIFORNIA TRUSS 1 1 MT20 220/195 BCDL 10.0 Lumber DOL 1.15 BC 0.87 Vert(TL) -0.82 O -P >517 180 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 a Jul 28 2015 MiTek Industries, Inc. Tue Sep 15 12:09:05 2015 Page 1 ID:07byTlmzBaPJSWacOaRYQeyzkUA-SOFtD MpjbDbhAxXVrFBlj2T2SkbiXZclhyodWydMai 21-11-11 21-0-8 29.3.13 1-0-0 632 11.11.8 76-7-13 21.4-a 27 1 26-J-0 2B-9-1 2B- 354-0 1-0-0 632 5-0.6 ' 4-0-5 4.0. 0.3 0- 2 445 2•St 6h3 0-1-12 0a9 Scale = 1:75.8 c„c SS3 �1 6.00 12 4x5 I I 5x6 4x8 = 4x10 = ' 3x4 11 214-12 11.11.8 214-0 21 -3 84-0 29.34 29.3 35-4-0 632 5-0.6 94-9 3 4-114 2.114 9 8-0.3 11.11.9 4x4 = LOADING (psf) TOLL 20.0 SPACING- ' 2-M CSI. DEFL. in (loc) I/dell L/d PLATES GRIP (Root Snow=20.0) Plate Grip DOL 1.15 TC 0.62 Vert(LL) -0.36 O -P >999 240 MT20 220/195 BCDL 10.0 Lumber DOL 1.15 BC 0.87 Vert(TL) -0.82 O -P >517 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.87 Horz(TL) 0.18 K n/a n/a BCDL 10 Code IBC2012/TP12007 (Matrix -M) Weight: 293 Ib FT = 20% _ LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G "Except' TOP CHORD Structural wood sheathing directly applied or 3-0-4 oc puffins, except G -l: 2x6 DF No.2 G end verticals. BOT CHORD 2x6 DF SS G 'Except' BOT CHORD Rigid ceiling directly applied or 10-M oc bracing, Except: D -O: 2x4 DF Stud/Std G, N -P: 2x10 DF No.2 G, H -L: 2x6 DF No.2 G 6-" oc bracing: K -L. WEBS 2x4 DF Stud/Std G "Except* 1 Row at midpt H -N P -R: 2x4 OF No.2 G, J -K: 2x4 DF No.1&Btr G 6-9-0 oc bracing: L -N WEBS 1 Row at midpt F -O, J -K MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=1487/0-5-8, K=1452/0-4-0 Max Horz B=338(LC 7) Max Uplift B=-1 70(LC 10), K=-54(LC 10) Max Grav B=1767(LC 29), K=1754(LC 29) FORCES. (lb) -Max. Comp./Max. Ten. -All. forces 250 (lb) or less except when shown. TOP CHORD B -C=-3429/287, C -U=-3935/331, D -U=-3840/357, D -E=-3944/432, E -V=-3840/442, F -V=-3740/456, F -G=-1824/171, G -H=-1530/180, H -Z=-1466/171, W -Z=-1466/171, I -W=-1465/172, I -J=-1569/157, J -K=1798/112 BOT CHORD B -R=-375/3014, D -P=•499/171, P -X=-214/2274, X -Y=-214/2274, O -Y=214/2274, N -O=-151/1530, L -N=0/331, H -N=-662/141, K -L=-674/119 WEBS C -R=-720/167, P -R=-378/3044, C -P=-51/475, F -P=-298/1964, F -O=-1433/303, I -N=.-53/572, K -N=-113/727, J -N=-104/1582, G -O=-22/693 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct= 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 18.0 psi or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psi 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 1-" 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 170 Ib uplift at joint B and 54 Ib uplift at joint K. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE Ml1.7473 n1v, 02116/2015 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. 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 responsibillity of the erector. Additional, permanent bracing of the overall structure 6 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 Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria, VA 22314. BUTTE COUNTY BUILDING DIVISION APPROVE® QFtOFESS/ON N CID 10 y� L 76428 z m 0 Z7 * EXP. 12/31/20165 \OFCAL September 15,2015 MiTek' 7777 Greenback Lane Suite 109 .. 19.10.15 1968 30.0. -0-0 632 568 36-10 36.1 IMI -11 5-06 4-5.1 1& 4-0.12 Scale = 1:75.5 5x-102 04.7 3x10 II 5x6 II 5x8 6.00 12 u T 4x4 = N M AE L 4x8 —O 4x10 = 3x4 II 3x5 II 5x8 = 3x4 II 214-0 19.6.8 63• 11-116 15.62 194- 19.4.2 26.4-0 31-34 3 - 13 354-0 632 566 36.10 3-6.1 91-96 5-0-0 4-114 It 3 LOADING (psf) TOLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=20,0) Plate Grip DOL 1.15 TC 0.97 Vert(LL) -0.36 Q -R >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.90 Vert(TL) -0.80 Q -R >528 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.79 Horz�) L 0.17 L n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 290 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF No.1&Btr G "Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. G -J: 2x6 DF No.2 G BOT CHORD . Rigid ceiling directly applied or 10-0-0 oc bracing, Except: BOT CHORD 2x6 DF SS G *Except* 6-M oc bracing: M -N. E -T: 2x4 DF Stud/Std G, I -N: 2x6 OF No.2 G 1 Row at midpt I -P WEBS 2x4 DF Stud/Std G *Except* 10-0-0 oc bracing: N -P S-U,C-S: 2x4 DF No.2 G, K -L: 2x4 DF No.1&Btr G WEBS 1 Row at midpt J -M, K -L, G -Q biTek recommends that Stabilizers and required cross bracing e installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) B=1487/0-5-8, L=1452/0-4-0 l l t ii tgn Max Harz B=321(LC 7) Max UpliftB=-164(LC 10), L=-138(LC 11) Max Grav B=1759(LC 30), L=1662(LC 36) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-3398/273, C -X=-3720/291, D -X=-3706/306, D -E=-3498/321, E -Y=-2832/243, F -Y=-2733/262, F -G=-2829/345, G -H=-1545/146, H -I=-1574/156, I -Z=-1516/145, Z -AA= -1516/145,J -AA= -1516/145,J -K=-718/112, K -L=-1578/143 BOT CHORD B -U=-351/3001, E -S=-56/753, R -S=286/3215, R -AB= -200/1701, AB -AC= -200/1701, O-AC=200/1701, O -AD= -190/1574, P -AD= -190/1577, N -P=0/272, I -P=-867/182, M -N=-301/39 WEBS C -U=-632/152, S -U=-349/2918, C -S=-51/308, M -P=-94/959, J -P=155/1777, J -M=-1391/182, K -M=-99/1341, G -R=-298/1785, E -R=-1165/202, F -R=-390/136, H -Q=-121/758, G -Q=-1110/268 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 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 18.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 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 1-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 164 Ib uplift at joint B and 138 Ib uplift at joint L. 10) "Sd •t kb k h f 13UTTE COUNTY BLUIDING DIVISION AP"O ` V ED Coo_?,()FESS1�pi N 10 /Ei4�ii z m m off EXP. 12/31/2016 OF CAk� ami-ngl pl c reals wit xe ee s Member end fixity model was used In the analysis and design of this, truss. September 15,2015 P ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. 02H612015 BEFORE USE Design vofid for use only with MiTek connectors. This design is based only upon parameters shown, and 4 for an individual building component. G Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown iL+ is for lateral support of indiAduat web members only. Additional temporary bracing to insure stability during construction is the responsibility of the p erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1 V I iTek• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Bunding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 709 cn 45s1n Job Truss Truss Type , 1509.054 A20 California Truss SYSTEMS PLUS LUMBER CO, ANDERSON, CA �Q".. Ply Smnh R45414252 1 1 Job Reference (optional) 7.630 s Jul 28 2015 MTek Industries, Inc. Tue Sep 15 12:09:10 2015 P�e99�e�� 2 ID:O?byTlmzBaPJSWacOaRYQeyzkUA-pM2mGhQyY8rtoxgVHOgM7mIENTQONpl L,uv;ljydMad / X31,.1 -r- . ""O U NTY +�t.3i�..DiNk C)NISION P VEE 1 1 ® WARNING - Verlly design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERANCE PAGE Mll-7473 rev. 0711612015 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. 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 responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidarce regarding 1 V I ITek• fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane . Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 rift, - jeigbts.-CA.95 J, J , / X31,.1 -r- . ""O U NTY +�t.3i�..DiNk C)NISION P VEE 1 1 ® WARNING - Verlly design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERANCE PAGE Mll-7473 rev. 0711612015 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. 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 responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidarce regarding 1 V I ITek• fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane . Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 rift, - jeigbts.-CA.95 Job Truss Truss Type Qty Ply Smfth LUMBER- BRACING - Applicability of design parameters and proper incorporation of component is responsibBity of building designer - not truss designer. Bracing shown TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x6 DF SS G "Except" BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: E -R: 2x4 DF Stud/Std G, H -M: 2x6 DF No.2 G R45414253 �J.bReference 1509-054 - A21 California Truss 1 1 recommends that Stabilizers and required cross bracing [�,Tek installedduring truss erection, in accordance with Stabilizer Suite 109 r.itnm Haig— rA e661 tallation uidB. REACTIONS. (Ib/size) B=1487/0-5-8, K=1452/0-4-0 (optional)' SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jul 28 2015 MiTek Industries, Inc. Tue Sep 15 12:09:112015 Page 1 ID:O?byTlmzBaPJSWacOaRYQeyzkUA-HYc8T1RaJR_kP5Phr6MbX_IQJtmN6EyU7dP7gAydMac 17-11-11 •1-0-0 632 11.11.8 17 .6.12 17 214-0 264-0 32-31 33.1.4 354-0 -0-0 6.3.2 58.6 S74 0.1.2 34-5 5-0-0 6.57 2.2.12 ' 0.3-3 , Scale = 1:71.7 7x14 M18SHS = 6.00 F12 2x4 11 5x6 = 5x8 = 5 R M L K 4x8 = N4x10 = 30II 3x4 I I 3x5 I1 7x8 = 354-0 10 LOADING (psf) TCLL 20.0 (Roof Snow=20.0) TCDL 10.0 BCDL 10.0 BCLL 0.0 ' SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TP12007 CSI. TC 0.96 BC 0.91 WB 0.94 (Matrix -M) DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) I/defl Ud -0.56 P-0 >750 240 -1.40 P -O >301 180 0.17 K n/a n/a PLATES GRIP MT20 220/195 M18SHS 220/195 Weight: 263 Ib FT = 20% LUMBER- BRACING - Applicability of design parameters and proper incorporation of component is responsibBity of building designer - not truss designer. Bracing shown TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x6 DF SS G "Except" BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: E -R: 2x4 DF Stud/Std G, H -M: 2x6 DF No.2 G 6-M oc bracing: R-S,L-M. WEBS 2x4 DF Stud/Std G *Except* 10-0-0 oc bracing: M -O O-S,C-O: 2x4 DF No.2 G, J -K: 2x4 DF No.1&Btr G WEBS 1 Row at midpt I -L, J -K recommends that Stabilizers and required cross bracing [�,Tek installedduring truss erection, in accordance with Stabilizer Suite 109 r.itnm Haig— rA e661 tallation uidB. REACTIONS. (Ib/size) B=1487/0-5-8, K=1452/0-4-0 Max Horz B=314(LC 7) Max UpliftB=-155(LC 10); K=-119(LC 7) Max Grav B=1756(LC 29), K=1737(LC 28) FORCES. (lb) - Max. Comp./Max: Ten. - All forces 250 (Ib) or less except when shown. 1VTTE COU A BUTTE TOP CHORD B -V= -3399/236, -C -V=-3252/251, C -D=-3637/261, D -W=-3502/284, E -W=-3408/288, I VtTY E -F=-3636/404, F -G=-1950/128, G -X=-1950/128, H -X=-1950/128, H-1=1858/121, BUILDING 01VISION I -J=-460/106, J -K=-1684/85 BOT CHORD B -S=-312/2984, E -Q=-522/198, Q -Y=-264/1934, Y -Z=264/1934, P -Z=264/1934, O -P=-235/1953, M-0=0/293, H -O=-845/183, L -M=-524/64 APPROVED WEBS C -S=-642/137, O -S=-302/3075, C -Q=-62/399, L -O=-119/903, I -O=-192/2124, I -L= -1669/249,J -L= -129/1562,F -Q=-303/2028, G -P=-194/348, F -P=-695/200 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 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 18.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 155 Ib uplift at joint B and 119 Ib uplift at joint K. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Q�OF ESS/ON �� i N 10 '�l v Z /b428 v m m wfr v X * s EXP. 12/31/20161!? �1T CIV1�_ �FOFCA��FO� September 15,2015 ® WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MII.7473 rev. 02118/1015 BEFORE USE Design valid for use only with MZek connectors. This design is based only upon parameters shown. and is for an individual building component. �G f Applicability of design parameters and proper incorporation of component is responsibBity of building designer - not truss designer. Bracing shown C` is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the the building designer. For MiTek' responsibility of general guidance regarding fabrication. quority control, storage. delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. 7777 Greenback Lane Suite 109 r.itnm Haig— rA e661 Job Truss Truss Type ' Qty Ply Smith 35-0-0 BOT CHORD 6-3-2 5.8.6 3-0-11 0. -9 53-5 /245414254 1509.054 A23 California Truss 1 1 10-0-0 oc bracing: L -N WEBS Plate Offsets (X,Y)— fB:0-4-0,0-1-151. [E:0-4-0,0-1-41, [I:0-4-8,0=1-61 [L:0-2-8 0 -0 -OL Job Reference (optional) .a u ovw raw ��mocn vv, nn�cn , a.n r.oju s JUI za [1117 MI I eK Inaustnes, Inc. I ue tiep it, iz:uvnj zu1b rage 1 ID:O?byTlmzBaPJSWacOaRYQeyzkUA-Dxkuuj7gr3ESfOZ4zWO3dPNpFgRWa7ynaxuDv2ydMaa 6,�- 5335--4-0 rr3-2 baE 13.7-0 Od- 5 4-1 D•6 SS15 4-5-15 + 3.19-2 30�-123 0-0-3Scale= 1:64.7 5x8 = 2x4 11 5x6 II 6x6 = 6x8 = S RM 4x5 II 7x8 L K J 4x8 = 4x10 = 3x4 II 2x4 11 = LUMBER- 6-3-2 11-11-6 15-0-3 1 12 20.10.1 26.40 30.9-15 35-0-0 BOT CHORD 6-3-2 5.8.6 3-0-11 0. -9 53-5 5515 4515 7777 Greenback Lane 6-M oc bracing: K -L. Q-S,C-Q: 2x4 DF No.2 G Suite 109 0 10-0-0 oc bracing: L -N WEBS Plate Offsets (X,Y)— fB:0-4-0,0-1-151. [E:0-4-0,0-1-41, [I:0-4-8,0=1-61 [L:0-2-8 0 -0 -OL [N:0-11-0,0-4-01 (Q:0-7-0 0-0-121 [S:0-3-8 0-2-01 LOADING (psf) Stallation guide. TOLL 20.0 SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.74 Vert(LL) -0.38 O -P >999 240 MT20 220/195 0.0 10.0 Lumber DOL 1.15 BC 0.93 Vert(TL) -0.99 O -P >426 180 BCDL ' Rep Stress Incl YES WB 0.97 Horz(TL) 0.15 J n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 251 Ib FT = 20% LUMBER- BRACING- ® WARNING - Verily design parameter: and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M167473 rev. 02/16/2015 BEFORE USE. TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-0-9 oc purlins. BOT CHORD 2x6 DF SS G *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: D -R: 2x4 DF Stud/Std G, G -L: 2x4 DF No.1&Btr G YtJ MiTek' 2-2-0 oc bracing: Q -R. WEBS 2x4 DF Stud/Std G'Except' 7777 Greenback Lane 6-M oc bracing: K -L. Q-S,C-Q: 2x4 DF No.2 G Suite 109 0 10-0-0 oc bracing: L -N WEBS 1 Row at midpt E -O, H -K, I -J MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Stallation guide. REACTIONS. (Ib/size) B=1487/0-5-8, J=1437/0-4-0 Max Horz B=303(LC 10) Max UpliftB=-126(LC 10), J=170(LC 7) Max Gray B=1754(LC 26), J=1941(LC 25) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -V=-3352/169, C -V=-3272/188, C -W=-3386/219, D -W=-3252/245, D -E=-2669/218, E -F=-2315/191, F -X=-2315/191, G -X=-2315/191, G -H=-2246/182, 1-1-1=983/86 BOT CHORD B -S=-379/2926, D -Q=-55/736, P -Q=-320/2900, P -Y=-210/2396, 0-Y=-210/2396, N -O= -194/2330,L -N=0/274, G -N= -660/140,K -L=-406/52 WEBS C -S=-586/158, Q -S=-375/2836, C -Q=-72/393, D -P=-1045/199, E -P=-145/1273, E-0=-788/194, F -O=-432/148, H -K=-2131/241, K -N=-122/1400, H -N=-163/2195, I -K=-169/1948, I -J=-1900/193 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.3 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 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 20.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 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-" tall by 1-" wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. R'J_r-rr COUNTY A ,`. ,80 -V Q�OFESS/% 0i N10 yF`F2G, ,L vo 76428 z m Of 3 * EXP. 12131/2016 C�[U)L OF C: AL Qn +to K r -1G'3n•1r, V . ,,, ® WARNING - Verily design parameter: and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M167473 rev. 02/16/2015 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. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown e is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respons laillity of the erector. Additional bracing of the overall is the the building designer. For YtJ MiTek' - permanent structure responsibility of general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 0 rbb Tnss Truss Type Qty Ply Smith (optional 11509-054 A25 CalNomia Truss 1 1 Job Reference SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jul 28 2015 MTek Indi I D:O?byTl mzBa PJS W acOaRYQeyzkUA-DxkuujTgl NOTES - 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 126 lb uplift at joint B and 170 Ib uplift at joint J. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model wasmsed in the analysis and design of this truss. 845414254 >age 2• uDv2vdMaa 81JTT E COUNTY 1:3U1kA" as4(-1 uVISION ® WARNING - Verifydesignparametars and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE M11.7473 rev. 02/16,2015 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. 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 responsibillity of the ' erector. Additional permanent brazing of the overall structure is the the building designer. For M iTek' responsibility of general guidance regarding fabrication, quarity control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•89 and SCSI Building Component _ 7777 Greeribadc Lane Safety Information available from T.vss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Sults 109 509-054 1 A2 SYSTEMS PLUS LUMBER CO. ANDERSON,CA Thus Smith Jul 28 2015 MiTek Industries, Inc. Tue Sep 15 12:09:14 2015 7-31i 14-0-0 21-1-15 28-2-1 5-4-0 1-0-0 7-3-0 6-8-10 — 7-1-15 7-0-2 7-1-15 6x8 M18SHS D 3x4 = 3x10 = 4x10 = F r: R45414255 Scale = 1:63.3 N M K " J ° I 4x8 = 20 II 4x8 = 4x8 = 4x4 = 2x4 II 05 = LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x6 DF SS G WEBS 2x4 DF Stud/Std G REACTIONS. (Ib/size) 1=1407/0-4-0, B=1468/0-5-8 Max Horz B=261(LC 7) Max Uplift!=-220(LC 7), B=-136(LC 10) Max Grav 1=1982(LC 25), B=1735(LC 26) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt E -M 2 Rows at 1/3 pts G-1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -O=-2860/64, B -R=-3125/190, C -R=-2858/209, C -D=-2404/198, D -S=-2115/196, E -S=-2121/195, E -F=-2444/228, F -G=-2444/228, H-1=312/81 BOT CHORD B -N=-332/2679, M -N=-332/2679, L -M=-329/2444, L -T=-329/2444, K -T=-329/2444, K -U= -241/1716,J -U= -241/1716,J -V= -241/1716,1-V=-241/1716 WEBS C -N=0/310, C -M=-1066/207, D -M=0/635, E -K=-546/168, G -K=-121/1004, G -J=0/347, G -I=-2331/254, E -M=-486/219 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 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 20.0 psf or 2.00 times flat roof load of 20.0 psi on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-" wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 220 Ib uplift at joint I and 136 Ib uplift at joint B. 11) "Semi-rigid'pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. ®WARNING -Verity design Parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE MII.7473 rev. 0211612015 BEFORE USE Design volid for use only with MiTek connectors. This design is based only upon parameters shown, and 6 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 indiAduol 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 fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/7I1 Quality Criteria, DSO -89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. BUTTE COUNTY BUILDING DIVISION a�T;E® A Q?,pFESSoV pT N IO h� tL v 76428 z m * EXP. 12/31/2201 s� C(V(I- �P �FOF CAL�F�� September 15,2015 MiTek' 7777 Greenback Lane Suite 109 7-3-0 14-0-0 21-1-15 28-2-1 35-4-0 7-3-6 6-8-10 7-' 711-2 7-1 15 Plate Offsets (X,Y)— (B:0-2-8,0-0-91, (D:0-2-0 0-3-41 LOADING (psf) TOLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.91 Vert(LL) -0.12 K -M >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.51 Vert(TL) -0.31 K -M >999 180 M18SHS 220/195 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Horz�) L 0.09 1 n/a n/a BQDL 10.0 Code IBC2012/TPI2007 (Matrix -M) - Weight: 213 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x6 DF SS G WEBS 2x4 DF Stud/Std G REACTIONS. (Ib/size) 1=1407/0-4-0, B=1468/0-5-8 Max Horz B=261(LC 7) Max Uplift!=-220(LC 7), B=-136(LC 10) Max Grav 1=1982(LC 25), B=1735(LC 26) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt E -M 2 Rows at 1/3 pts G-1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -O=-2860/64, B -R=-3125/190, C -R=-2858/209, C -D=-2404/198, D -S=-2115/196, E -S=-2121/195, E -F=-2444/228, F -G=-2444/228, H-1=312/81 BOT CHORD B -N=-332/2679, M -N=-332/2679, L -M=-329/2444, L -T=-329/2444, K -T=-329/2444, K -U= -241/1716,J -U= -241/1716,J -V= -241/1716,1-V=-241/1716 WEBS C -N=0/310, C -M=-1066/207, D -M=0/635, E -K=-546/168, G -K=-121/1004, G -J=0/347, G -I=-2331/254, E -M=-486/219 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 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 20.0 psf or 2.00 times flat roof load of 20.0 psi on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-" wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 220 Ib uplift at joint I and 136 Ib uplift at joint B. 11) "Semi-rigid'pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. ®WARNING -Verity design Parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE MII.7473 rev. 0211612015 BEFORE USE Design volid for use only with MiTek connectors. This design is based only upon parameters shown, and 6 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 indiAduol 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 fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/7I1 Quality Criteria, DSO -89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. BUTTE COUNTY BUILDING DIVISION a�T;E® A Q?,pFESSoV pT N IO h� tL v 76428 z m * EXP. 12/31/2201 s� C(V(I- �P �FOF CAL�F�� September 15,2015 MiTek' 7777 Greenback Lane Suite 109 Job Q�pF ESS/pit NIO tiF�F2c �'L Z 76428 z m * � EXP. 12/3112016ti s�q c]m. rFOF cA��F September 15,2015 MiTek' 7777 Greenback Lane Truss Truss Type Qty Ply Smith SA10 7-9-15 Plate Offsets (X,Y)-. [A:0 -4-0,0-1-15] [C:0-2.8,0-1-8], [D:0-6-0,Edgel, [F:Edge,0-3-8] 7-& 7.9-15 LOADING (psf) 845414256 1509A54 - A25 Hall Hip Truss 1 1 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=20,0) Plate Grip DOL 1.15 Job Reference (optional) Vert(LL) -0.15 1 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL , 1.15 BC 0.41 Vert(TL) -0.36 I -K >999 180 M18SHS 220/195 BCLL 0.0 ' Rep Stress Incr YES WB 0.96 Horz(TL) 0.09 G rlla n/a BCDL 10-0 Code IBC2012/TP12007 (Matrix -M) Weight: 209 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. t&Btr G *Except* TOP CHORD SYSTEMS PLUS LUMBER CO, 6.3.6 ANDERSON, CA - 12-0-0 7.630 s Jul 28 2015 MiTek Industries, Inc. Tue Sep 15 12:09:16 2015 Page 1 I D:07byTlmzBaPJSWacOaRYQeyzkUA-eWQ1 W�8_cl WsHfefxmEl7HW ubLnVvDGv6uW NydMaX 10-9-15 X7.6-1 �-0 BOT CHORD 2x6 DF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 7-9-15 7-9-15 WEBS 1 Row at midpt C-1 Scale = 1:62.3 Job Q�pF ESS/pit NIO tiF�F2c �'L Z 76428 z m * � EXP. 12/3112016ti s�q c]m. rFOF cA��F September 15,2015 MiTek' 7777 Greenback Lane Truss Truss Type Qty Ply Smith SA10 7-9-15 Plate Offsets (X,Y)-. [A:0 -4-0,0-1-15] [C:0-2.8,0-1-8], [D:0-6-0,Edgel, [F:Edge,0-3-8] 7-& 7.9-15 LOADING (psf) 845414256 1509A54 - A25 Hall Hip Truss 1 1 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=20,0) Plate Grip DOL 1.15 Job Reference (optional) 6x8 M18SHS \\ 6x12 = 4x10 = 4x4 II C D F F 6.00 12 - _ 3x4 B O A L K O J I R to S G 4x8 = 2x4 11 4x4 = 4x8 = 4x8 = 2x4 11 4x6 = 6-3.6 72-0.0 79-9-15 27-6.1 35-4-0 " SA10 7-9-15 Plate Offsets (X,Y)-. [A:0 -4-0,0-1-15] [C:0-2.8,0-1-8], [D:0-6-0,Edgel, [F:Edge,0-3-8] 7-& 7.9-15 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=20,0) Plate Grip DOL 1.15 TC 0.93 Vert(LL) -0.15 1 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL , 1.15 BC 0.41 Vert(TL) -0.36 I -K >999 180 M18SHS 220/195 BCLL 0.0 ' Rep Stress Incr YES WB 0.96 Horz(TL) 0.09 G rlla n/a BCDL 10-0 Code IBC2012/TP12007 (Matrix -M) Weight: 209 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. t&Btr G *Except* TOP CHORD Structural wood sheathing directly applied or 2-10-0 oc purlins, except C -D: 2x6 DF No.2 G end verticals. BOT CHORD 2x6 DF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G WEBS 1 Row at midpt C-1 2 Rows at 1/3 pts E -G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) A=1405/Mechanical, G=1405/0-4-0 Max Horz A=217(LC 7) Max UpliftA=-97(LC 10), G=-225(LC 7) Max Grav A=1599(LC 25), G=2033(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BUTTE COI tNTY TOP CHORD A -O=-3021/191, B -O=-2983/207, B -C=-2766/242; C -P=-3071/302, D -P=-3067/302, D -E=-3047/298, F -G=-339/86 p lJ t i BUILDING DIVISION BOTCHORD A -L=-348/2668, K -L=-348/2668, K -Q=-323/2482, J -Q=-323/2482, I -J=-323/2482, I -R=-291/2239, H -R=-291/2239, H -S=-291/2239, G -S=-291/2239 I. ��® %H WEBS B -K=-798/171, C -K=0/536, C-1=159/705, D-1=-836/212, E-1=115/1003, E -H=0/339, E -G=-2733/297 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 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 1-0-0 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) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 97 Ib uplift at joint A and 225 Ib uplift at joint G. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE Ml1.7473 rev. 02116/2015 BEFORE USE Design valid for use only with M1ek 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 responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding rubrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Job I ' Truss Truss Type Qty PlyTJomb'9Refre.oe PLATES GRIP MT20 220/195 Weight: 193 Ib FT = 20% LUMBER- BRACING - permanent of overall structure responsibility of For general guidance regarding fobricotion, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component TOP CHORD 2x4 DF No.1 &Btr G 845474257 1509-054 A26 Hag Hip Truss 1 end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. e(optional) SYSTEMS PLUS LUMBER CO. ANDERSON, CA 7.630 s Jul 28 2015 MiTek Industries, Inc. Tue Sep 15 12:09:17 2015 Page 1 ID:07byTlmzBaPJSWacOaRYQeyzkUA-0i_Pk5W LvHku70srCMS7nFYV3lyUWxkNVZsR2pydMa W r 5-3-0 10-0-0 16-3.2 22-6-0 28-9-5 3L4-0 5-3-0 410 6.3-2 6-3-2 6-3-2 6-0-11 5x6 Scale = 1:62.5 4x5 = 3x4 = 3x4 = 3x10 = 3x5 II M-- .. .. .. .. I 4x6 = 4x8 — 5x8 = 4x4 = 4x4 = 4x6 = 10-M 18-0-2 26-8.5 35-0-0 10_-M - — - 8-0-2 A-4-2 a-7.1 LOADING (psf) TOLL (Root Snow=20.0) 0.0) TCDL 10.0 BCD1 10.0 0.0 ' SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TPI2007 CSI. TC 0.75 BC 0.35 WB 0.98 (Matrix -M) DFL. Vert(LL) Vert(TL) Horz(TL) in (loc) I/defl L/d -0.20 K >999 240' -0.44 K -M >980 180 0.12 1 n/a n/a PLATES GRIP MT20 220/195 Weight: 193 Ib FT = 20% LUMBER- BRACING - permanent of overall structure responsibility of For general guidance regarding fobricotion, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component TOP CHORD 2x4 DF No.1 &Btr G 7777 Greenback Lane TOP CHORD Structural wood sheathing directly applied or 2.4-4 oc purlins, except BOT CHORD 2x6 DF SS G end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt D -M, G-1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) A=1405/Mechanical, 1=1405/0-0-0 Max Horz A=176(LC 7) Max UpliftA=-104(LC 7), 1=-227(LC 7) Max Grav A=1582(LC 24), 1=2076(LC 24) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-3210/287, B -C=-3086/275, C -P=-2744/261, D -P=-2748/261, D -E=-3754/363, E -F=-2837/280, F -G=-2837/280, H-1=286/71 BOT CHORD A -M=-386/2852, M -Q=-472/3777, L -Q=-472/3777, L -R=-472/3777, K -R=-472/3777, K -S=-444/3567, S -T= -444/3567,J -T= -444/3567,J -U=-314/2393, U -V=-314/2393, I -V=-314/2393 WEBS B -M=-562/174, C -M=-17/995, D -M=1255/225, E -K=0/328, E -J=-1093/182, G -J=-20/1084, G -I=-2912/337 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 Ib uplift at joint A and 227 Ib uplift at joint I. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. BUTTE COUNTY BUILDING DIVISION �ru 01• E® Q�0FESS/CN �TN10 � �2 2 76428 z m 0 M * EXP. 12/31/2016 ^7 l �Q- �rFOF CACI September 15,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MI7EK REFERANCE PAGE M11 .7473 rev. 0271 &2013 BEFORE USE. Design valid for use only with MZek connectors. This design is based only upon parameters shown. and B for an individual building component. Applicability of design parameters and proper incorporation of component 6 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 erector. Additional bracing the is the the building designer. MiTek* permanent of overall structure responsibility of For general guidance regarding fobricotion, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Type Qty Ply Smith Plate Offsets.(X,Y)— [A:0-0-12,0-0-31, ]�russ Suite 109 845414258 1509.054 A27 Hip Truss 1 1 TOLL 20.0 SPACING- 2-0-0 ' CSI. DEFL. in (loc) I/deft Ud Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jul 28 2015 MiTek Industries, Inc. Tue Sep 15 12:09:18 2015 Page 1 ID:O?byTlmzBaPJSWacOaRYQeyzkUA-auXnxRWzfbsll9R114_EKS5d3hF3FOWWkDb SGydMaV 21.6-0 28-3-5 3S.d11 6-9-2 6-9-2 7.0-11 6x8 M18SHS 6.00 12 4x4 = 4x4 = 4x8 = 4x8 = Scale = 1:62.4 4x4 II L K J I H 4x4 = 4x8 = 4x8 = 4x12 MT20HS = 4x4 = 44 = - 8-0-0 17.0.2 26-0-5 35.4-0 B -O-0 911-2 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the ding designer. For the buildingV 9-0-2 9-3-11 Plate Offsets.(X,Y)— [A:0-0-12,0-0-31, [B:0-2-8,0-3 Suite 109 LOADING (psf) TOLL 20.0 SPACING- 2-0-0 ' CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.92 Vert(LL) -0.29 I -J >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.52 Vert(TL) -0.61 I -J >691 180 MT20HS 165/146 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(TL) 0.15 H n/a n/a M18SHS 220/195 BCDL 10.0 Code IBC20121TP12007 (Matrix -M) Weight: 194 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except B-E: 2x6 DF No.2 G end verticals. BOT CHORD 2x6 DF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G WEBS 1 Row at midpt C -L 2 Rows at 1/3 pts F -H MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS, (Ib/size) A=1405/Mechanical, H=1405/0-0-0 Max Horz A=138(LC 7) Max UpliftA=-130(LC 7), H=230(1_C 7) Max Grav A=1663(LC 24), H=2070(LC 24) BUTTE COUNTY FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-3417/319, B -O=-3018/304, C -O=-3028/303, C -P=-4891/487, D -P=-4891/487, ��no BUILDING BUI�..17ING DIVISION D -O=-3790/377, E -F 22/78 -L=-59790/377, -K=-59784/378, J=-585 BOT CHORD A -L=-358/3017, K -L=-59714860; J -K=-597/4860, I -J=-585/4738, H -1=X08/3203 �� WEBS B -L=-32/1138, C -L=-2056/320, D -J=0/264, D-1=1216/217, F -I=-13/1104, F -H=-3548/420 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. OQ?,QF ESS/O/V 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. �Q�' ��'TN IO y F� 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will Q F C fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. w 642 8 z m 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 130 Ib uplift at joint A and 230 Ib uplift at Q X11joint H. C EXP. 12/31/2016 m 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. * /,- * I OF CAL September 15,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. Design varid for use only with MiTek 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 erector. Additional permanent bracing of the overall structure is the ding designer. For the buildingV � p ITek• responsibility of general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. 1 I 7777 Greenback Lane Suite 109 °Job Truss Truss Type Qty Ply G" Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. TCLL 2.0.0 SPACING- 2-0-0 CSI. DEFL. FSmhh 845614259 1509.054 A28 Half Hip Truss 1 2 Reference (optional) �. I cma a wmocic vu, w�ucnaurv, �,n r.0:111 a Jul 2a 2015 MI I eK industries, Inc. TUB Sep 15 12:0920 2015 Page 1 ID:O?byTlmzBaPJSWacOaRYQeyzkUA-W HfYM6YDBC6T_TbQtVOiPLk24VxljM2pBX45f8ydMaT 3-3-6 6-0-0 10.10.1 15-6.3 20lr-0 2r+a-5 vn 2 7 11-1 3La-0 3-3.6 k 2-&10 4-10.1 4-10.1 I 4-10.1 4-10.12�-5 Scale = 1:62.6 J 6.00 FIT 5x8 2x4 II 3x4 — 3x4 —_ 3x10 = 3x5 = 4x6 —_ 2x4 11 4x5 = l3x4 % C W D E X F Y G H I J K 4 B g 4 rA 1" A YT PQ c U r AA U N 4x8 _ 2x4 4x5 = 2z4 I I 4x12 4x4 = 4x12 MT20HS = 4x4 = 4x6 = 4x4 = 3-3.6 6.1}0 10.10.1i 22-1-10 27-&3 32-10.12 35.4-0 LOADING (psf) VIl �GIII LV IV 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. G" Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. TCLL 2.0.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.63 Vert(LL) -0.30 P -R >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.49 Vert(TL) -0.72 P -R >547 180 MT20HS 165/146 0.0 ' BCDI Rep Stress Incr NO WB 0.75 Horz(TL) 0.12 M n/a n/a joint M. 1100 Code IBC2012/TPI2007 (Matrix -M) Weight: 386 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-2-0 oc puffins, except BOT CHORD 2x6 DF SS G end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied.or 10-0-0 oc bracing, Except: 6-" oc bracing: L -M. REACTIONS. (Ib/size) A=2497/Mechanical, M=2977/0-5-8 Max Horz A=101(LC 7) Max UpliftA=-452(LC 7), M=713(LC 7) Max Grav A=2781 (LC 24), M=3667(LC 24) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-5777/1028, B -C=-6095/1148, C -W=-8642/1612, D -W=$642/1612, D -E=-8642/1612, E -X=-9628/1754, F -X=-9628/1754, F -Y=-8369/1525, G -Y=-8369/1525, G -H=-8369/1525, SUTYE COUNTY H -I=-5124/916 BOT CHORD A -T=-988/5139, S -T=-988/5139, S -Z=-1128/5607, R -Z=-1128/5607, Q -R=-1861 /9701, -BUILDING DIVISION P -Q=-1861/9701, P -AA= -1746/9022, O -AA= -1746/9022, N -O=-1315/6816, M -N=-565/2848 WEBS B -S=-195/646, C -S=0/267, C -R=-616/3414, D -R=-850/315, E -R=-1208/263, F-P=-60/74'i,xVE® F -O=-1252/373, H -O=-306/2009, H -N=-2680/630, I -N=-494/3195, I -M=-4097/826, PI'30 J -M=-408/143 NOTES - VIl �GIII LV IV 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. G" Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Ci Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. M iTek" 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 1,OF ESS/Q connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS QQ �/9` N 10 (envelope) end zone; cantilever left right left Q� ��j y 2C gable and exposed ; end vertical and right exposed; Lumber DOL=1:33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 1 CIO 5) Unbalanced snow loads have been considered for this design. 7 6428 R' 6) Provide adequate drainage to prevent water ponding. w U Z m 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. " Of Q 0 M EXP. 12/31/216 m 9) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Refer to girder(s) for truss to truss connections. J CIV O_ �Q �TFl7F 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 452 Ib uplift at joint A and 713 Ib uplift at joint M. CAO 13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. eer.re.,I, VIl �GIII LV IV ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111-7473 rev 02/16/2015 BEFORE USE. Design valid for use only with Mnek connectors. This design is based only upon parameters shown, and B for an individual building component. G" Applicability of design parameters and proper incorporation of component is responsibility, of building designer- not truss designer. Bracing shown Ci 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 the building designer. For M iTek" responsibility of genercl guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSIMII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 22314. 7777 Greenback Lane Suite 109 CA 45810 r,Job Truss Truss Type ' Qty Ply Smith 1509-054 A28 Hag Hip Truss 1 ' Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jul 28 2015 MITek Industries, Inc. Tue Sep 15 12:09:20 2015 Page 2 I D:07byTlmzBaPJSWacOaRYQeyzkUA-WHfYM6YDBC6T_TbQtVOiPtA24VxljM2pBX45f8ydMaT NOTES - 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 382 Ib down and 156 Ib up at 5-8-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard i 1 ) Dead + Snow (balanced): Lumber Increase= 1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -C=-60, C -K=-118, A -L= -39(F=-19) Concentrated Loads (lb) Vert: C=270 BUTTE COUNTY BUIL.O NG DIVISION `� !ED ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED NREK REFERA NCE PAGE M11.7473 rev. 02tl 2015 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and B for an individual building component. Appl'icabflity 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 responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding IVIiTek• fabrication, quo6ty control, storage,'delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DS6-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. , Suite 109 6]0 SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jul 28 2015 MITek Industries, Inc. Tue Sep 15 12:09:20 2015 Page 2 I D:07byTlmzBaPJSWacOaRYQeyzkUA-WHfYM6YDBC6T_TbQtVOiPtA24VxljM2pBX45f8ydMaT NOTES - 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 382 Ib down and 156 Ib up at 5-8-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard i 1 ) Dead + Snow (balanced): Lumber Increase= 1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -C=-60, C -K=-118, A -L= -39(F=-19) Concentrated Loads (lb) Vert: C=270 BUTTE COUNTY BUIL.O NG DIVISION `� !ED ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED NREK REFERA NCE PAGE M11.7473 rev. 02tl 2015 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and B for an individual building component. Appl'icabflity 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 responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding IVIiTek• fabrication, quo6ty control, storage,'delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DS6-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. , Suite 109 6]0 Job Truss Truss Type Qty Ply Smith TOP CHORD 2x4 OF No. I&Btr G TOP CHORD Structural wood sheathing directly applied or 4-2-7 oc purlins. BOT CHORD 2x6 OF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Stud/Std G R45414280 1509-054 B7 -tional) California Truss 1 2 Job Reference (ooi SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jul 28 2015 MTek Industries, Inc. Tue Sep 15 12:09:36 2015 Page 1 I D:07byTl mzBa PJ S W acOa RYQeyzkUA-2 Md bja kGQ77BvwpV psIS2FgpvyPsTbbAtOyx D Dyd Ma D 1-0-0 5.6-12 5.111 9-10-12��4-3- 18.8-7 23.1-4 �1-0-0 56.12 0.4-15 3-11 .1 4-4-13 44-13 44-13 3.11-1 0.4 -TB 5-6-12 1 " Scale = 1:60.6 5x8 = 6.00 12 2x4 11 3x8 = 2x4 II 3x8 = 4x8 = 4x6 = R Z Q P 0 AA N M L 4x6 =. 4x6 = 2x4 11 4x12 4x12 MT20HS = 4x8 — 2x4 I I 2x4 I I 4x4 = i LOADING (psf) TCLL 20.0 (Roof Snow=20,0) TCDL 10.0 BCDL 10-0 BCLL 0.0 ' SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2012/TPI2007 CSI. TC 0.45 BC 0.49 WB 0.72 (Matrix -M) DEFL. in (loc) I/defl L/d Vert(LL) -0.32 N-0 >999 240 Vert(TL) ' -0.77 N-0 >514 180 Horz(TL) 0..14 J n/a n/a PLATES GRIP MT20 220/195 MT20HS 165/146 Weight: 343 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF No. I&Btr G TOP CHORD Structural wood sheathing directly applied or 4-2-7 oc purlins. BOT CHORD 2x6 OF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Stud/Std G REACTIONS. (Ib/size) B=2597/0-3-8, J=2605/0-3-8 Max Horz B=-56(LC 15) Max UpliftB=-462(LC 7), J=-469(LC 6) Max Grav B=2879(LC 28), J=2894(LC 28) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-6390/1170, C -W=8468/1570, D -W=-8468/1570, D -E=-8468/1570, E -X=-9919/1806, F -X=-9919/1806, F -G=-9919/1806, G -H=-9919/1806, H -Y=-5454/1025, 1-Y=-5446/1027, I -J=-6102/1132 BOT CHORD B -R=-1039/5739, R-2=-1046/5724, Q-2=-1046/5724, P -Q=-1793/10010, O -P=-1793/10010, BUTTE E COUNTY O-AA=1793/10010, N -AA= -1793/10010, M -N=-1521/8544, L -M=-1521/8544, J -L=-956/5445 q �s (A I WEBS C -R=0/362, C -Q=-620/3246, D -Q=-722/272, E -Q=-1798/326, E-0=0/300, F -N=-677/250, L D N Q DIVISION H -N=-281/1604, H -L=-3632/700, I -L=-230/2156 AF -PROVED NOTES• 1) 2 -ply truss to be connected together with 1 O (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords Connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 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. ESS/0 3) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS SOF QQ N,9� (envelope) gable end zone; Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=20.0 (flat roof Category Il; Exp C; Partially Exp.; Ct= Q� oI N )0 F y� 2C psf snow); 1 5) Unbalanced �lV Q� 'f snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs 76428 non -concurrent with other live loads. w Z m 7) Provide adequate drainage to prevent water ponding. D_ Of 0 . X 8) All plates are MT20 plates unless otherwise indicated. EXP. 12/31/2016 m 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 1-" wide will fit between the bottom chord and any other members. SJ CIVIL 11) A plate rating reduction of 20% has been applied for the green lumber members. 9 7FOF 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 462 Ib uplift at joint Band 469 to uplift at CALF joint J. 13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. P September 15,2015 ® WARNING. Verly design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MIP7473 rev. 0211612015 BEFORE USE Design varid for use only with MtTek 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 responsibillify of the. erector. Additional permanent bracing of the overall structure is the the building designer. MiTek• responsibility of For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Greenback Lane 7777 7777Suite Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria, VA 22314. 109 ®WARNING - VeAfy design Parameters and READ NOTES ON THIS AND INCLUDED Mf EK REFERANCE PAGE M11-7473 rov. 0211612015 BEFORE USE Design valid for use only with MTek connectors. This design is based only upon parameters shown. and is for an individual binding component. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not hiss 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 erecta. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quo6ry conhol, storage, delivery, erection and bracing, consult ANSI/TPIt Quality Criteria, DSB-89 and BCSI Building Component Soley Information available from Truss Truss Truss Type Qty Ply Smith I'Job 845414260 1509.054 Bt California Truss 1 2 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jul 28 2015 MTek Industries, Inc. Tue Sep 15 12:09:36 2015 Page 2 I D:O1byTl mzBa PJ S W acOa RYoeyzkUA-2Mdbja kGO77BvwpVps l S2FgpvyPsTbbAtOyxDDyd Ma D NOTES - 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 382 Ib down and 156 Ib up at 27-5-4, and 382 Ib down and 156 Ib up at 5-8-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plo Vert: A -C=-60, C-1=-118, I -K=-60, B -J= -39(F=-19) Concentrated Loads (lb) Vert: C-270 1=270 ' 1 i r Plate Institute, 781 N. Lee Street, Suite 312. Alexandrio, VA 22314. a BUTTE COUNTY BUILDING DIVISION AP PRO . r flfliTek' 7777 Greenback Lane Suite 109 Vob Truss CSI. TC 0.90 BC 0.54 WB 0.44 (Matrix -M) DEFL. in (loc) I/deft Ud Vert(LL) -0.22 J >999 240 Vert(TL), -0.50 I -J >798 180 Horz(TL) 0.13 G n/a n/a Smnh LUMBER- BRACING - ]TirUs_s_T_ype ]b-7PIY BOT CHORD 2x6 DF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G WEBS 1 Row at midpt D -L, E-1 R45414261 1509-054 B2 Califomla Truss 11 REACTIONS. (Ib/size) B=1380/0 -3-8,G=1380/0-3-8 Max Harz B=69(LC 10) Max UpliftB=-103(LC 7), G=103(LC 6) Joh Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jul 28 2015 MITek Industries, Inc. Tue Sep 15 12:09:42 2015 Page 1 ID:O?byTlmzBaPJSWacOaRYQeyzkUA-tW s_ep00ztLdrGe96PsIW4jONRPtNM2FyPGRtydMa7 e1-0-0 7-6-12 7-10.15 13.5-6 I 1&.6-10 25.1-1 25-5-0 33-M 3.0-0 X1.0-0 7-6-12 _ . 0-0-3 5.6-7 6-1-3 5.6-7 0-4 3 7.6-12 1-M 4x10 = 3x4 = 4210 = 3x4 = Scale = 1:59.6 4x10 = 4x4 = 4x12 MT20HS = 3x4 = 4x4 =. 4x10 = LOADING (pst TCLL 20.0 (Roof Snow=20.0) TCDL 10.0 BCLL 0.0 ' RCDI 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TPI2007 CSI. TC 0.90 BC 0.54 WB 0.44 (Matrix -M) DEFL. in (loc) I/deft Ud Vert(LL) -0.22 J >999 240 Vert(TL), -0.50 I -J >798 180 Horz(TL) 0.13 G n/a n/a PLATES GRIP MT20 220/195 MT20HS 165/146 Weight: 161 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 DF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G WEBS 1 Row at midpt D -L, E-1 Tekcommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) B=1380/0 -3-8,G=1380/0-3-8 Max Harz B=69(LC 10) Max UpliftB=-103(LC 7), G=103(LC 6) Max Grav B=1528(LC 28), G=1528(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 242, D -Q=-2700/241, D -E=-4008/330, E -R=-2700/241, BUTTE COUNTY F -R=-2694/248, F G= 3055 247 �U BOTCHORD B -L=-189/2694, K -L=-338/3944, J-0-338/3944, I -J=-316/3944, G -I=-147/2694 BUILDING DIVISION WEBS C -L=-17/1002, D -L=-1470/235, E-1=1470/235, F -I=-17/1002 NOTES- APPROVED 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 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 18.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. ESS/0/v 6) All plates are MT20 plates unless otherwise indicated. J Q�QF •9� N IO 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 the bottom in 3-6-0 () F y Q tC _ on chord all areas where a rectangle tall by 1-" wide will A\ fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members.W 7 642 $ m 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 103 Ib uplift at joint B and 103 Ib uplift at Z joint 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the design this truss. IY rn Q EXP. 12/31/2 6 ^� analysis and of * � T�TFOFCAILIF���\P September 15,2015 ® WARNING - Verify design Parameter: and READ NOTES ON THIS AND INCLUDED MrnEK REFERANCE PAGE MII-7473 rev. 02M6/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and B for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown _ - M ts! is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsiblllity of the erector. Additional bracing of the overall structure is the the building designer. For MiTek permanent responsibility of general guidance regarding fabrication. quafty control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Bunding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781'N. Lee Street, Suite 312. Alexandria, VA 22314. Sults 109 Job Truss Truss Type Qty Ply Smith i11509-054 TC 0.72 Vert(LL) -0.14 K >999 240 MT20 220/195 BCDL 10.0 845414262 BC 0.35 B3 California Truss 1 1 WB 0.34 Horz(TL) 0.10 H n/a n/a � ' BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Job Reference (optional) JTJ I CMJ 1- LUM.- l U, AKUCKJUN. UA 7.630 a JUI 28 2015 MiTek Industries, Inc. Tue Sep 15 12:09:44 2015 Page 1 ID"01byTlmzBaPJSWacOaRYQeyzkUA-pv6dOJrHYa83t9Q1 HXRKNx96iAAgLIQLiGuMVlydMa5 -0 4-11-7 9$12 9-111-�1 16$-(1 23-1-1 2 0-0 1 35.a 28.0-Q 0-0 '>4-0-0, 1-0-0 4-1 L7 4-7-5 0-0-15 6-0-5 6-7-1 -3 4.7.5 ._ 4-11-7 -0�-0 4x5 i 3x8 = 4x5 Scale = 1:59.5 M K J 4x6 = 3x8 = 4x6 = 2114 11 3x8 = 4x6 = LOADING (psf) TOLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.72 Vert(LL) -0.14 K >999 240 MT20 220/195 BCDL 10.0 Lumber DOL 1.15 BC 0.35 Vert(TL) -0.35 K >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.34 Horz(TL) 0.10 H n/a n/a � ' BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 175 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.18Btr G BOT CHORD 2x6 DF SS G WEBS 2x4 DF Stud/Std G BRACING- TOPCHORD BOTCHORD WEBS REACTIONS. (Ib/size) 13=1380/0-3-8, H=1380/0-3-8 Max HorzB=85(LC 10) Max UpliftB=-100(LC 10); H=-100(LC 11) Max Grav B=1644(LC 29), H=1644(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2847/197, C -D=-2582/180, D -R=-2288/177, E -R=-2293/176, E -S=-2293/176, F -S=-2288/176, F -G=-2582/179, G -H=-2847/196 BOT CHORD B -M=-177/2507, L -M=-186/3019, K -L=-186/3019, J -K=-186/3019, H -J=-123/2507 WEBS C -M=-607/185, D -M=0/776, E -M=-881/164, E -J=-881/163, F -J=0/776, G -J=-607/185 Structural wood sheathing directly applied or 3-3-10 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt E -M, E -J MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf--20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 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 18.0 psf or 2.00 times flat roof load of 20.0 psi on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 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 1-M wide 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint B and 100 Ib uplift at joint H. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 1 ® WARNING - V dfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev, 02/16/2015 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and 6 for on individual balding 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 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 Safety Informa8on available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. BUTTE COUNTY BUILDING DIVISION APPROVED QOFESS/0� ��P�pT N10 yF����, �'L Z (LIJ r° 76428 z m It * EXP. 12/31/2Q�6ti 17 "Cf8 �P "FOF CAME September 15,2015 MiTek' 7777 Greenback Lane Suite 109 Job Truss Truss Type Qty Ply JA TCLL 20.0 SPACING- 2-0-0 • DEFL. in (loc) I/defl Ud R45414263 TJobtReference 1509.054 B4 California Truss 1 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.41 Vert(TL) -0.30 L >999 180 (optional) SYSTEMS PLUS LUMBER CO., ANDERSON, CA 7.630 s Jul 28 2015 MiTek Industries. Inc. Tue Sep 15 12:09:45 2015 Page 1 ID:O?byTlmzBaPJSWacOaRYOeyzkUA-H5g?cfrvJuGvUJ?DrFzZw9iLSaU94hhUxwew1BydMa4 X1-0-0 511-7 11-6-12 11-41-11 16-0-0 21-1-1 21.5.4 27-0.9 3'a -tin 9a�0 1-0-0 511-7 57-5 0-0-15 4-&5 4-7-1 0-0-3 57-5 511-7 1-0-0 aF 5x8 = 2.4 11 5x8 = Scale = 1:59.5 4x8 = 2x4 II N ,.... L K J 3x4 = 4x6 3x8-= 3x4 = 2x4 II 4x8 = 1a LOADING (psf) Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and B for an individual building component. • Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown JA TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.46 Vert(LL) -0.12 L >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.41 Vert(TL) -0.30 L >999 180 0.0 ' BCQ1 Rep Stress Incr YES WB 0.60 Horz(TL) 0.10 H n/a n/a 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 187 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-5-2 oc purlins. BOT CHORD 2x6 DF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=1380/0-3-8, H=1380/0-3-8 Max Harz B=-100(LC 15) + Max UpliftB=-122(LC 10), H=-122 (LC 11) Max Grav B=1797(LC 29), H=1797(LC 29) FORCES. - (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -T=-3221/168, C -T=-3010/184, C -D=-2399/134, D -U=-2147/127, E -U=-2147/127, E -V=-2147/127, F -V=-2147/127, F -G=-2399/133, G -W=-3010/183, H -W=-3221/167 BOT CHORD B -O=-178/2795; N -O=-178/2795, N -X=-45/2028, M -X=-45/2028, L -M=-45/2028, L -Y=0/2028, K -Y=0/2028, J -K=-77/2795, H -J=-77/2795 WEBS C-0=0/262, C -N=-851/172, D -N=-14/501, D -L=-92/422, E -L=-566/139, F -L=-92/422; F -K=-13/501, G -K=-851/172, G -J=0/262 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C;.Partially Exp.; Ct= 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 18.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 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 1-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 122 Ib uplift at joint B and 122 Ib uplift at joint H. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. BUTTE COUNTY R- LA 'MG DIVISION 1Pp ROVED Q?,OFESS/CN ��P�o1Nio yF`F��, O LLJ 76428 rn * EXP. �31/2016ti C- I __ OF CAL September 15,2015 ® WARNING - Verily desr7n parameters end READ NOTES ON THIS AND INCLUDED MI7EK REFERANCE PAGE MII.7473 rev. 02(1&2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and B for an individual building component. • Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown JA is for lateral support of individual web members only. Additional temporary brocing to insure stability during construction is the responsibility of the erector. Additional bracing of the overall is the the building designer. For MiTek* permanent structure responsibility of general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lyne Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply Smith (Roof Snow=21 0) plate Grip DOL 1.15 TCDL 10,0 Lumber DOL - 845414264 1509-054 B5 CALIFORNIA TRUSS 1 1 Weight: 180 Ib- ' FT = 20% BRACING - Job Reference (optional) _•�� ���_�� Zu m s vzo cum mi i ex meusmes, mc. 'ua aep is Tz:ue:nr zut o rage 1 ID:O?byTlmzBaPJSWacOaRYQeyzkUA-DUolt Lt9gV Wdkd9cyf?l?andtO9FYfJnPE7164ydMa2 116-12 - - 9-5-4 26.0.9 330-0 34-0-0 6.11-7 6-7-5 D-4- 5 5-1-6 0-4-3 6-7-5 6-11-7 5x8 = 4x5 1 Scale = 1:59.5 4x8 = L K J I , 2x4 11 7x8 = 3x8 = 2x4 11 4x8 = LOADING (psi) DEFL. in (loc) I/deft L/d TCLL 20.0 SPACING- 2-0-0 (Roof Snow=21 0) plate Grip DOL 1.15 TCDL 10,0 Lumber DOL - 1.15 BCLL 0.0 ' Rep Stress Incr YES Code IBC2012/TP12007 LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x6 DF SS G WEBS 2x4 DF Stud/Std G REACTIONS. (Ib/size) B=1380/0 -3-8,G=1380/0-3-8 Max Horz B=-117(LC 15) Max UpliftB=-138(LC 10), G=-137(LC 11) Max Grav B=1854(LC 29), G=1868(LC 29) it- CSI. $ CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.72 Vert(LL) -0.14 J -K >999 240 MT20 220/195 BC 0.50 Vert(TL) -0.31 J -K >999 180 WB 0.33 Horz(TL) 0.11 G n/a n/a (Matrix -M) Weight: 180 Ib- ' FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt C -K, D -J, F -J MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -Q=-3460/212, C -Q=-3207/217, C -D=-2463/157, D -E=-2023/176, E -F=-2433/153,. F -R=-3202/211, G -R=-3455/193, G -S=-3233/84 BOT CHORD B -L=-212/2991, K -L=-212/2991, K -T=-30/2052, J -T=-30/2052, I -J=-91/2985, G -I=-91 /2985 WEBS C -L=0/314, C -K=-1039/205, D -K=-18/595, E -J=-2/657, F -J=-1087/207, F-1=0/313 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 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 18.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 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 1-0-0 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 138 Ib uplift at joint B and 137 Ib uplift at joint G. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev, 02/18/2015 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and B for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of buiklirig 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 responsibifty 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 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexand6o, VA 22314. BUTTE COUNTY �is..�1,t4rR�il�� DIVISION NP7 O -WED ee"Q_?,0 pS N 10 76428 z m EXP. 12/31/2016 yTFOF q`1�Q September 15,2015 MiTek' 7777 Greenback Lane Suite 109 0bus_Heights,-CA_95R] n Job Truss Truss Type e BUTTE Ply Smth SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud 19ty (Root Snow=20.0) 845414265 1509.054 B6 Hip Truss 1 1 BC 0.44 Vert(TL) -0.35 J -K >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.85 Job Reference (o0tional) •+ _�^� ��� ��^�,�_^ ��. ����_,�� I..J. s uu, La Lula MI I ax inamines, Inc. 1 ue Sep 1 a 1C.ue:4e zu15 Ne l ID:O?byTInizBaPJSWacOaRYOeyzkUA-AsvVS1uPM7mLzwJ?441 V4?t2ZBsbORn4sYc AzydMaO s$$ 10-10.4 15-11-11 7.0-5 22.1.12 27 — 33-" 5$8 5-1-12 5-1-7 8105-1-12 5.8.8 Scale = 1:61.1 4x5 = 5x8 = 4x8 = 3x4 = 4x6 = 3x8 = 3x4 — 3x4 = 4x8 = 1785 17.0.0 B-3-6 1511-11 1 24810 33-0-0 B-3-6 7AS 5 5 7-8.5 8-M 1-0-0 LOADING (psf) TOP CHORD A -S=-3719/251, B -S=-3669/267, B -T=-3391/230, T -U=-3255/243, C -U=-3148/244, e BUTTE C -D=-2410/192, D -E=-2051/200, E -F=-2400/191, F -V=-3168/243, G -V=-3386/228, TOLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Root Snow=20.0) Plate Grip DOL 1.15 TC 0.39 Vert(LL) -0.17 J -K >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.44 Vert(TL) -0.35 J -K >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.85 Horz(TL) 0.11 H ' n/a n/a 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. Weight: 196 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.18Btr G — BOT CHORD 2x6 DF SS G WEBS 2x4 DF Stud/Std G REACTIONS. (Ib/size) A=1319/0-3-8, H=1381/0-3-8 Max Horz A=-144(LC 15) Max UpliftA=-131(LC 10), H=-153(LC 11) Max Grav A=1867(LC 29), H=1922(LC 29) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-4 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -S=-3719/251, B -S=-3669/267, B -T=-3391/230, T -U=-3255/243, C -U=-3148/244, e BUTTE C -D=-2410/192, D -E=-2051/200, E -F=-2400/191, F -V=-3168/243, G -V=-3386/228, COUNTY G -W=-3659/265, H -W=-3707/250 L':� i, BUILDING DIVISION BOT CHORD A -N=-288/3282, N-X=-155/2652, X -Y=-155/2652, M -Y=-155/2652, L -M=-15512652, K -L=-7/2010, K -Z=-32/2649, Z -AA= -32/2649, J -AA= -32/2649, H -J==151/3272 WEBS B -N=-510/168, C -N=-38/635, C -L=-917/198, D -L=-54/643, E -L=-87/286, E -K=-84/736, APRU .U J VE F -K=-934/199, F -J=34/636, G -J=-499/165 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf--20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 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 18.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs ESS/04� non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. �oQ1,QF T N 10 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. y 7)' This truss has been designed for live load 20.Opsf CID a of on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. ( �, 76428 Z m 8) A rating reduction of 20% has been applied for the green lumber members. t plate 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 Ib uplift at joint A and 153 Ib uplift at joint H. Q 0 X! EXP. 12/31/2016 ^7 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) A. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. CIVIC �Q TgTFOF CA1-1F0�� September 15,2015 ® WARNING - Vertfy deSlgn pemmeters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MII.7473 rev. 0216/2015 BEFORE USE. • Design valid for use only with MZek connectors, This design is based only upon parameters shown, and is for an individual building component. rs Applicability of design parameteand 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 responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding _ iTek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Bunding Component Safety Information avoloble from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexondrio, VA 22314. 7777 Greenback Lane Suite 109 Job ' Truss Truss Type Qty Ply Smith G -L=-620/187, G -K=-30/420, H -K=-277/167 NOTES-'fr�4, r'V LOADING (psf) (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 R45414266 1509-054 B7 Hip Truss 1 i CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=20.0) Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jul 28 2015 Mi ek Industries, Inc. Tue Sep 15 12:09:50 2015 Page 1 I D:O?byTl mzBa PJS W acOaRYQeyzkUA-e2TufNv27Qu C b4u Bd oYkdCPGi bCl ly7 E5CLhipyd Ma? 58.8 10.10.4 l 16-0-0 F=I.A 22.1-12 1 27-3.8 �q 58.8 51-12 51-12 1-0-0 51-12 5.1-12 5.8-8 1-0-0 Scale = 1:61.4 3x6 = 410 - 4x8 3x4 = 3x6 = 3x6 = 3x8 = 30 = s 3x4 = 3x6 M it &3.6 7-8-10 1.0-0 7-8-10 R•4.6 Plate Offsets (X,Y)— [A:0-0-0,0-0-21. [E:0-3-0Edge] [1:0-2-9,0-1-81 „� 11 BUILDING DIVISION G -L=-620/187, G -K=-30/420, H -K=-277/167 NOTES-'fr�4, r'V LOADING (psf) (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psi (flat roof snow); Category ll; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.12 K -L >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 Z �y EXP. 12/3112016 T BC 0.41 Vert(TL) -0.38 K -L >999 180 BCLL 0.0 ' Rep Stress Incr. YES WB 0.58 HOrz(TL) 0.11 1 n/a n/a BCDL 10.0 Code IBC2012rrPI2007 (Matrix -M) Weight: 174 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4-2-10 oc puffins. BOT CHORD 2x4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) A=1320/0-3-8, 1=1380/0-3-8 Max Horz A=-149(LC 15) Max UpliftA=-138(LC 10), 1=158(1_C 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-2395/267, B -V= -2178/232,'C -V=-2052/247, C -D=-1594/207, D -F=-1404/271, F -G=-1591/208, G -W=-2049/247, H -W=-2176/232, H -I=-2392/267 BOT CHORD A -O=-295/2080, O -X=-167/1720, X -Y=-167/1720, N -Y=-167/1720, M -N=-167/1720, BUTTE COUNTY L -M=-25/1351, L -Z=-48/1720, Z -AA= -48/1720, K -AA= -48/1720, 1-K=-153/2076 WEBS B -O=-281/168, C -O=-30/421, C -M=-615/186, D -M=-06/495, F -M=145/284, F -L=-86/541, „� 11 BUILDING DIVISION G -L=-620/187, G -K=-30/420, H -K=-277/167 NOTES-'fr�4, r'V 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psi (flat roof snow); Category ll; Exp C; Partially Exp.; Ct= 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 18.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. FE$$ ON / 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 for Q� Q N 10 `t�2 been designed a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. �Q� �01 h, P F,p C 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 138 lb uplift at joint A and 158 Ib uplift at w 76428 z m I. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joints) A. "Semi-rigid Z �y EXP. 12/3112016 T 11) pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. * 12) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. StT CIVIC �TFOF C All. September 15,2015 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE M11.7473 rev. 02%6/2015 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. 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 responsibillity of the iTek" erector. Additional permanent bracing of the overall structure a the responsibility of the building designer. For.generol guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information avallable from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 r.Im�c 11aig1+�5.J;A 4561 Job Truss Truss Type Qty Ply Smith TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud 845414267 1509-054 88 Hip Truss ' 1 1 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.46 'Vert(TL) -0.38 J -L >999 180 Job Reference (Optional) r o r cmo PLUS LUMBER CO. ANDERSON, CA 7.630 s Jul 28 2015 MiTek Industries, Inc. Tue Sep 15 12:09:512015 Page 1 ID:O?byTlmzBaPJSWacOaRYQeyzkUA-6F1Ggwguk03CESNBV4zgOyKI?XkUJLNJr5EFrydMa_ 7-6.10 I 14b3 1a- 25-5-6 33-0-0 7-6.10 6-11-9 3.11-10 6-11-9 7.6.10 5x8 = 4x5 Scale = 1:61.4 4x5 = 2x4 'I I 4x10 = 3x8 = 2x4 11 3x8 = 3x4 = 7-6-10 14-6-3 18-5.13 25.5.6 33-0-0 7-6-10 6-11- 9_11_10 6-11-9 _. 7-0-10 (Ps TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.67 Vert(LL) -0.15 J -L >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.46 'Vert(TL) -0.38 J -L >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.97 Horz(TL) 0.14 F n/a n/a BCD Code IBC2012/7PI2007 (Matrix -M) Weight: 155 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-0-5 oc puffins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G WEBS 1 Row at midpt C-1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer . Installation uide. REACTIONS. (Ib/size) A=1319/0 -3-8,F=1381/0-3-8 Max Horz A=-130(LC 15) Max UpliftA=-124(LC 10), F=143(LC 11) Max GravA=1818(LC 29), F=1884(LC 29) BUTTE COUNTY FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BUILDINGDIVISION A TOPCHORD A -S=-3242/263, S -T=-3225/175, B -T=-2963/195, B -U=-2357/145, C -U=-2125/159, C-D=-1935/178, D -V=-2088/157, E -V=-2335/142, E -W=-2921/191, W -X=-3222/187, F -X=-3235/222 'PROVED BOT CHORD A -L=-449/2795, K -L=-189/2772, J -K=-189/2772, J -Y=-25/1963, 1-Y=-25/1963, H -I=-65/2762, F -H=-321/2799 WEBS B -L=0/280, B -J=-922/189, C -J=-29/575, D -I=-15/642, E -I=-959/191, E -H=0/277 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psi (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 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 18.0 psf or 2.00 times flat roof load of 20.0 psi on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psi 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 1-0-0 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 124 Ib uplift at joint A and 143 Ib uplift at joint F. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) A. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 02/16,2015 BEFORE USE. Design volid for use only with MOek 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 responsibillity of the 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/rPll Quality criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Q0,OFESS/ON pS N I0 ,y� �F'G CO ��L Z �� 76428 z m Of O X 9TvI \OF C A k September 15,201.5 FIR MiTek' 7777 Greenback Lane Suite 109 1509.054 I B9 I Hip Truss I1 . I 1 I 845414268 SYSTEMS PLUS LUMBER CO, . ANDERSON, CA 7.630 s Jul 28 2015 MiTek Industries, Inc. Tue Sep 15 12:09:53 2015 Page 1 I D:O?byTl mzBa PJS W acOaRYQeyzkUA-2d90 H OywQLG nSYcmJw6R Erl j hoBtyJ?g nga L I kyd MZy 6-6-10 12-6.3 16-0-0 20.5.13, 26-M 3�-0-0 '14-0-0 6-6.10 - 5.11-9 3-11-13 3-11-13 5-11-9 636-10 1.0-0, ` Scale = 1:61.2 4x4 3x4 = 4x4 M L J 1 '3x8 = 2x4 I I 3x8 = 3x6 = 3x8 = 14 I I 3x8 = 6-6-10 12-6-3 20.5.13 26-5-0 33.0-0 ' 6-ri10 5-11-9 7-11-10 5-11-9 10 11� Plate Offsets (X,Y)— [A:0 -8 -0,0 -0 -101,[G:0 -M,0-0-101 LOADING(psf) TOLL 20.0 SPACING- 2-0-0 CSI. DEFL. in floc) 1/deft L/d PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.45 Vert(LL) -0.20 J -L >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.55 Vert(TL) -0.56 J -L >702 180 0.0 ' BCDIL Rep Stress Incr YES WB 0.58 Horz(TL) 0.14 G n/a n/a 10-0 Code IBC2012/TP12007 ' (Matrix -M) Weight: 156 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud/Std G REACTIONS. (Ib/size) A=1320/0 -3-8,G=1380/0-3-8 Max Horz A=-114(LC 15) Max UpliftA=-106(LC 10), G=-126(LC 11) Max Grav A=1721(LC 29), G=1826(LC 29) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing: MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -T=-3004/197, B -T=-2839/169, B -C=-2266/129, C -U=-1895/148, D -U=-1898/147, D -V=-1897/147, E -V=-1895/147, E -F=-2265/129, F -W=-2748/168, G -W=-2998/155 BOT CHORD A -M=-338/2565, L -M=-162/2565, K -L=-47/1962, K -X=-47/1962, X -Y=-47/1962, J -Y=-47/1962, I -J=-56/2559, G -I=-220/2559 WEBS B -L=-779/175, C -L=0/649, E -J=0/648, F -J=-772/175, D -L=-362/121, D -J=-363/121 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TOLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 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 18.0 psf or 2.00 times flat roof load of 20.0 psi on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 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 1-M wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 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 106 Ib uplift at joint A and 126 Ib uplift at joint G. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) A. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. BUTTE COUNTY BUILDING DIVISION APPROVED QROF ESS/ON T N l0 �tiF �F2c IL) v 76428 m rs� C)V)I OF CAI. September 15,2015 ® WARNING- Verity design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 0211612015 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. ��• Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsiblllity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsbifty 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 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Sults 109 Job ' Truss Truss Type 16b0 Smith 22-5-8 7777 Greenback Lane ' JQty JPly� 845414269 1509-054 B10 Hip Truss 1 1 I 4-11-14 IL LOADING (psf) SPACING- Job Reference (optional) ora r cmo rwo wmDr_n w, - grvucnavn, l.q _ r.b3U 6 Jul 28 2015 MiTek Industries, Inc. TUB 58p 15 12:09:38 2015 Pagge 1 I D:07byTlmzBaPJSWacOaRYQeyzkUA-_IIL8Gm WykNv9EztwHLw7gw6416LxTSTKKR2H5ydMaB 5.6-10 10.6-8 + 16Fi-0 225-8 27-u 5-6-10 4-11-14 5-11-8 5.11-8 4-11 -14 5-0-10 1-0-0 Scale - 1:60.6 4x5 3x8 = 4x5 N IA K J 1 4x5 = 2x4 I I 3x8 = 3x10 MT20HS = 2x4 I I 3x8 = 2x4 11 4x5 = LUMBER - TOP CHORD 2x4 DF No.l &Btr G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF Stud/Std G REACTIONS. (Ib/size) A=1319/0-3-8, G=1381/0-3-8 Max Horz A=-97(LC 11) Max UpliftA=-87(LC 10), 13=107(1_C 11) Max Grav A=1578(LC 29), G=1683(LC 29) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-4•oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -U=-2769/151, B -U=-2652/136, B -C=-2333/172, C -V=-2074/168, D -V=-2080/167, D -W=-2079/167, E -W=-2073/168, E -F=-2332/172, F -X=-2642/137, G -X=-2761/114 BOT CHORD A -N=-257/2372, M -N=-126/2372, L -M=-145/2680, L -Y=-145/2680, K -Y=-145/2680, K -Z=-145/2680, J -Z=-145/2680, I -J=-66/2363, G -I=-151/2363 WEBS B -M=-614/139, C -M=0/689, D -M=-769/126, D -K=0/264, D -J=-770/126, E -J=0/689, F -J=-606/139 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 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 18.0 psf or 2.00 times flat roof load of 20.0 psi on overhangs non -concurrent with other live loads. ' 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 87 Ib uplift at joint A and 107 Ib uplift at joint G. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) A. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. BUTTE COUNTY BUILDING DIVISION APPROVE® Q?,OFES%4O ��P�p1N10 y��F�c �'L Z U, p 76428 z m *EXP.12/31/2Qj6'7 �FOF�� September 15,2015 ,p WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 0711512015 BEFORE USE. 5.6.10 10=6.8 16b0 MiTek' 22-5-8 7777 Greenback Lane 27-5-0. 33-0-0 5.6-10 4-11-14 5-11-8 5-11-8 I 4-11-14 IL LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.60 Vert(LL) -0.14 K >999 240 MT20 220/195 BCDL 10.0 Lumber DOL 1.15 BC 0.42 Vert(TL) -0.39 K -M >999 180 MT20HS 165/146 BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(TL) 0.14 G n/a n/a BCDL 10.0 Code IBC20121TPI2007 (Matrix -M) Weight: 156 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.l &Btr G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF Stud/Std G REACTIONS. (Ib/size) A=1319/0-3-8, G=1381/0-3-8 Max Horz A=-97(LC 11) Max UpliftA=-87(LC 10), 13=107(1_C 11) Max Grav A=1578(LC 29), G=1683(LC 29) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-4•oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -U=-2769/151, B -U=-2652/136, B -C=-2333/172, C -V=-2074/168, D -V=-2080/167, D -W=-2079/167, E -W=-2073/168, E -F=-2332/172, F -X=-2642/137, G -X=-2761/114 BOT CHORD A -N=-257/2372, M -N=-126/2372, L -M=-145/2680, L -Y=-145/2680, K -Y=-145/2680, K -Z=-145/2680, J -Z=-145/2680, I -J=-66/2363, G -I=-151/2363 WEBS B -M=-614/139, C -M=0/689, D -M=-769/126, D -K=0/264, D -J=-770/126, E -J=0/689, F -J=-606/139 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 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 18.0 psf or 2.00 times flat roof load of 20.0 psi on overhangs non -concurrent with other live loads. ' 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 87 Ib uplift at joint A and 107 Ib uplift at joint G. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) A. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. BUTTE COUNTY BUILDING DIVISION APPROVE® Q?,OFES%4O ��P�p1N10 y��F�c �'L Z U, p 76428 z m *EXP.12/31/2Qj6'7 �FOF�� September 15,2015 ,p WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 0711512015 BEFORE USE. Design vorid for use only with MiTek connectors. This design is based only upon parameters shown, and 4 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 responsibillity, of the erector. Additional bracing of the overall is the the building For MiTek' permanent structure responsibility of designer. general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandrio, VA 22314. Suite 109 810 Job Truss Truss Type Oty Ply sm (Roof Snow=20.0) Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL R4s41az7o FJobthReference 1509.054 811 Hip Truss 1 1 (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jul 28 2015 MiTek Industries, Inc. Tue Sep 15 12:09:40 2015 Page 1 ID:O?byTlmzBaPJS WacOaRYOeyzkUA-x7s6ZynmUMddOY7G2hNOD5?UzZggPNyloew9MydMa9 13.10-9 } 19-1-728.5-10 33-0-040 4$�i 3.11-10 54-9 52-13 54-9 3.11-10 4�•6 1-0�-0 4x8 = 4x10 = 3x4 = 4x4 Scale = 1:58.2 P O N M X 4x5 = 3x8 = 2x4 It 3x6 = 4x4 = 2x4 11 4x8 = 4x6 = LOADING (psi) TCLL 20.0 SPACING- 2-0-0 (Roof Snow=20.0) Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 " Rep Stress Incr NO Code IBC2012rrPI2007 LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x6 DF SS G WEBS 2x4 DF Stud/Std G 2x4 II CSI. TC 0.51 BC 0.23 WB 0.82 (Matrix -M) DEFL. in (loc) I/deft Ud Vert(LL) -0.04 J >999 240 Vert(TL) -0.09 K -L >999 180 Horz(TL) 0.02 H n/a n/a BRACING- TOPCHORD BOT CHORD PLATES GRIP MT20 220/195 Weight: 181 Ib FT = 20% Structural wood sheathing directly applied or 4-8-3 oc purlins Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing I be installed during truss erection, in accordance with Stabilizer Installation guide. J REACTIONS. All bearings 18-7-8 except (jt=length) H=0-3-8. (Ib) - Max Horz A=-81 (LC 15) Max Uplift All uplift 100 Ib or less at joint(s) except A=-547(LC 38), P=-068(LC 38), 0=-146(LC 33), M=-567(LC 31), H=-719(LC 41) Max Grav All reactions 250 Ib or less at joint(s).except A=585(LC 35), P=747(LC 35), 0=602(LC 66), M=1580(LC 66), H=1120(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-1146/1146, B -C=-1200/1310, C -U=-611/750, D -U=-182/356, D -E=-1178/1062, E -V=-1013/577, F -V=-903/382, F -G=1370/884, G -H=2063/1447 BOT CHORD A -P=-967/927, O -P=-747/771, N -O=-825/759, M -N=-805/739, M -X=-1762/856, L -X= -1800/1734,K -L= -1496/1693.J -K=-1289/1854, H -J=-1289/1854 WEBS B -P=-632/670, B-0=-086/662, C -O=-562/407, D -O=-979/1060, D -M=-1424/619, D -L=-350/1321, E -L=-711/267, E -K=-254/466, G -K=-570/141 NOTES - 1) Wind: ASCE 7-10; Vult=1IOmph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 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 18.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 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 1-M wide 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 547 Ib uplift at joint A, 668 Ib uplift at joint P, 146 Ib uplift at joint O, 567 Ib uplift at joint M and 719 Ib uplift at joint H. 10) This truss has been designed for a total drag load of 4100 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 18-4-0 for 223.6 plf. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. ®.WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16,2013 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. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral suppoo of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. Far general guidance regarding fabrication, quality control. storage, delivery. erection and bracing, consult ANSI/TPII Quality Cdteda, DSO -89 and SCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. BUTTE COUNTY BUILDING DIVISION APA RO !0' E® C,<O'RCIF ESS/OTN100 to v 7642$ z m ry TJ * EXP. 12/311121016 sT ciVI� OF CAL September 15,2015 NtiTek' 7777 Greenback Lane Suite 109 ; Truss Truss Type Qty Ply Sm th (Job TOLL 20.0 SPACING- R45414271 1509.054 C7 California Truss 1 2 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jul 28 2015 MiTek Industries, Inc. Tue Sep 15 12:09:54 2015 Page 1 I D:07byTl mzBa PJS W a cOa RYOeyzkUA-W gjOVkyY BfOe3i Bysedg n2awRCcUhu5pOpJ urAyd MZx r 1-0-0_15�j,1-1�7 10.1-1 1pz` 16-U 1-0-0 5-&12 0-4-15 4-1-6 64-3 5-6.12 Scale = 1:30.6 5x8 = 4x4 3x5 = 2x4 113x5 = i 3x4 = LOADING (psf) TOLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.02 G -L >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.20 Vert(TL) -0.07 G -L >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.07 Horz(TL) 0.02 E n/a n/a Code IBC2012/TP12007 (Matrix -M) Weight: 151 Ib FT = 20% r LUMBER- BRACING - TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 DF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G REACTIONS. (Ib/size) B=1234/0-5-8, E=1241/0-5-8 Max Horz B=-56(LC 15) Max UpliftB=-211(LC 10), E==215(L'C 11) Max Grav B=1457(LC 29), E=1461(LC 29) FORCES. (lb) - Max. CompJ`Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2465/450, C -M=-2061/423, M -N=-2058/423, D -N=-2058/424, D -E=-2390/441 BOT CHORD B -H=-382/2219, H -O=-388/2205, O -P=-388/2205, G -P=-388/2205, E -G=-337/2090 WEBS ' C -H=0/328, D -G=0/360 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 ac. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 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=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct= 1 5) Unbalanced snow loads have been considered for this design. . 6) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-" 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 211 Ib uplift at joint B and 215 Ib uplift at joint E. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 382 Ib down and 156 Ib up at 10-5-4, and 382 Ib down and 156 Ib up at 5-8-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard ® WARNING - Verf y design Parameter and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE, PAGE MII-7473 rev. 02/16/2015 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and's'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 stablity 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 fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. BUTTE (COUNTY BUILDING DIVISION Ar"P R/ E® Q�0FESS/oN 1Nio yF`�� LU v 76428 �z r O'XI * � EXP. 12/31/2016 CIV1� l �rFOF cAt.�F September 15,2015 MiTek' 7777 Greenback Lane Suite 109 Citns.Heights,-CA-95610 t: SYSTEMS PLUS LUMBER. CO, ANDERSON, CA LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -C=-60, C -D=113, D -F=-60, B-E=38(F=-18) Concentrated Loads (lb) Vert: C=-270 D=-270 Job Truss Truss Type Ply SmINR45414271 Lt 1503054 Ci California Tnrss - Job Reference (optional) oau s aw m cum mi i eK mausmes, mc. i ue sep a rz:ua:y+ zuIb rage z I D:07byTl mz.Ba PJS W acOaRYOeyzkUA-W qj OVkyYBfOe3i Bysedg n2awRCcUhu 5pOpJurAyd Mzx l I BUTTE COUNTY BUILDING DIVISION APPROVE® ® WARNING - Verifydesign parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mill -7473 rev. 02/10/2015 BEFORE USE Design valid for use only wirh MiTek connectors. This design is based only upon parameters shown. and 4 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 p erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding I VI iTek• fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Crltedo, DSB-89 and SCSI Building Component 7777 Greenback Lane, Safety Information ovailobe from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Sa Job Truss Truss Type Qty PlySmith TOLL SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP R45414272 1509-054 C2 Common Truss 1 1 Lumber DOL 1.15 BC 0.33 Vert(TL) -0.14 E -G >999 180 • 0.0 ' BCDL Rep Stress Incr YES Joh Reference (optional) "' `�' "•"" "'•' "^•"'"` "`�• ^""�^�� • �^ I.aiv S Jul La Lu15 mi I ax mammas, Inc. I ue ASBF 15 12:u9:55 2015 PaggO 1 ID:07byTlmzBaPJSWacOaRYQeyzkUA_OGni4zAyzWVhrm8QL8vKG72jcwoOKkzET3SNcydMZw � 16-0-0 1 0-0 8-0-0 Scale = 1:28.9 4x5 = CO 4x6 i 20 II 4x6 I$ Plate Offsets (X,Y)— B:0 -4-6,0-1-91 [D:0-4-6,0-1-91 LOADING (psf) TOLL SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow=20.0) .0) Plate Grip DOL 1.15 TC 0.48 Vert(LL) -0.05 E -G >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.33 Vert(TL) -0.14 E -G >999 180 0.0 ' BCDL Rep Stress Incr YES WB 0.18, HorzTL 0.02 D n/a n/a () 10.0 Code IBC2012rrPI2007 (Matrix -M) Weight: 65 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.t&Btr G BOT CHORD 2x6 DF SS G WEBS 2x4 DF Stud/Std G REACTIONS. (Ib/size) D=638/0-5-8, B=702/0-5.8 Max Horz B=80(LC 14)' Max UpliftD=-66(LC 11), B=-87(LC 10) FORCES. ' (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -J=-956/85, C -J=-830/104, C -K=-839/103, D -K=-956/84 BOT CHORD B -E=-28/768, D -E=28/768 WEBS C -E=0/435 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-9-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 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 18.0 psf or 2.00 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 1-" 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 66 Ib uplift at joint D and 87 Ib uplift at joint B. 9) Beveled plate or shim required to provide full bearing•surface with truss chord at joint(s) D. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - VerNy design parameters and READ NOTES ON THIS AND INCLUDED M17EK REFERANCE PAGE M11.7473 ruv, 02H8/2015 BEFORE USE Design valid for use only with Mlek connectors. This design is based only upon parameters shown, and is for an individual bulding 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 responsibillity of the 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 Crlterta, DSB-89 and BCSI Building Component Salety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. BUTTE COUNTY BUILDING DIVISION A�,V Q�OFESS/a� � rzNio tiF�F�c �2 y 6428 m o z �TF�F CA�1 September 15,2015 MiTek' 7777 Greenback Lane Suite 109 Job Truss Truss Type Qty 'PlySmith1 I/deft Lid PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC. 0.43 845414273 1509-054 C3 Common Truss 2 1 Lumber DOL 1.15 BC 0.32 Vert(TL) -0.16 E -H >999 180 Joh Reference (optional) "•,., ^��• �•��•�+ ,�� 1— s—cotutumrreanommes,mc. r uebeplo 6uttlzuto"es ID:O?byTlmzBaPJSWacOaRYQeyzkUA-TCg9wQ_ojGeMJ?LL_2f8sTfE7OG89ng6T7o v3ydMZv -1-1}O B-0-0 1s -0-o 1-0.0 B..0-0 45 = C 4x5 = 2x4 II 4x5 = 4 Scale c 1:31.1 R LOADING (psf) TOLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC. 0.43 Vert(LL) -0.04 E -H >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.32 Vert(TL) -0.16 E -H >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(TL) 0.01 D n/a n/a BCDL 10.0 Code IBC2012frPI2007 (Matrix -M) Weight: 53 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-5-5 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G, MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) D=639/0-5-8, 6=701/0-5-8 Max Horz B=80(LC14) Max UpliftD=-74(LC 11), 13=95(1_C 10) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -L=-1321/319, C -L=-654!74, C -M=-662/73, D -M=-1351/325 BOT CHORD B -E=-554/1754, D -E=-530/1832 WEBS C -E=0/326 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct= 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 18.0 psf or 2.00 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-" tall by 1-" 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 74 Ib uplift at joint D and 95 Ib uplift at joint B. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) D. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Vemy design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII.7473 rev. 07/16/2015 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. 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 responsibillity of the 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 ANSIMI Quality Criteria, DSB•89 and BCSI BuOding Component Safety Information ovolable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. BUTTE COUNTY BUILDING DIVISION APPROVE® Q�pFESS/0 N �k�P�pT GO10 , yF��2� Z 76428 z m CC o * EXP. 12/31/2016 CIVIL " T�TFOF CAO September 15,2015 r�� MiTek' 7777 Greenback Lane Suite 109 I, Job Truss Truss Type Qty Pty Design valid for use only with MTek connectors. This design is based only upon parameters shown, and B 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 responsibillity of the erector. Additional permanent bracing of the overall structure is the the building designer. For Welk' R45414274 �sm"h 1509-054 C4 Common Truss 1 TOLL 20.0 Reference (optional) 4 A q g 436 <o aro mr i exmausmes,mc. rue oe io iz:ue:or zulo eI ID:O?byTlmzBaPJSWacOaRYOeyzkUA-xPDX7m?RUamDw9wXYmAN ra hCLjOTzu5MGin ,RVydMZu, 3-8-10 3.8-10 5x8 II C 4-3-6 Scale a 1:28.1 1$ 4.3.6 8-0-0 11-8.10 16-0-0 4-9-R 7-A-10 3-8-10 l 4-3:6 Plate Offsets (X,Y)— fA:O 4-7,Edge] (E:0 4-7,Edge] Design valid for use only with MTek connectors. This design is based only upon parameters shown, and B 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 responsibillity of the erector. Additional permanent bracing of the overall structure is the the building designer. For Welk' LOADING (psf) 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. TOLL 20.0 SPACING. 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.70 Vert(LL) -0.12 F -G >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.92 Vert(TL) -0.35 F -G >549 180 BCLL 0.0 Rep Stress Incr NO WB 0.74 Horz(TL) 0.11 E n/a n/a BCD Code IBC2012rrP12007 (Matrix -M) Weight: 161 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF N0.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3-3-1 oc purlins. BOT CHORD 2x6 DF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G "Except" C -G: 2x4 DF No.2 G WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (Ib/size) A=6993/0-5-8, E=6993/0-5-8 Max Harz A=65(LC 10) Max UpliftA=-1125(LC 10), E=-1125(LC 11) Max Grav A=7678(LC 19), E=7678(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BUTTE COUNTY TOP CHORD A=B= -13386/1939, B -M=-9012/1328, C -M=-8991/1341, C -N=$992/1342, D -N=9012/1329, D -E=-13386/1938 BUILDING DIVISION BOT CHORD A -H= -1737/ .G -H=-1735/11861, F -G=-1670/11825, E -F=-1672/11825 WEBS C -G=-1121/7823, D -G= 4363/717, D -F=-513/3774, B G= 4363!717, B -H=-5 13/3774 APPROVED /E NOTES - 1) 2 -ply truss to be connected together with 1 O (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 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. ?,QF ESS/o 3) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS QQ N,91 (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=20.0 Category Il; Exp C; Partially Exp.; Ct= \oT N 10 L' lV 2C psf (flat roof snow); 1 Q\ ,'0ID 5) Unbalanced snow loads have been considered for this design. 2 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads.o 642 8 R1 7) " This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will LU U Z m fit between the bottom chord and any other members. 8) A of O m plate rating reduction of 20% has been applied for the green lumber members. EXP. 2/31/2016 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1125 Ib uplift at joint A and 1125 lb uplift at joint E. 10) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) E. 11) "Semi-rigid fixed heels" Member fixity I civil - pitchbreaks with end model was used in the analysis and design of this truss. rFOFCAYo� LOAD CASE(S) Standard V GIJIGrrIVGI I V,LV IJ ® WARNING - VerUy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11114473 rev. 0111612015 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and B 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 responsibillity of the erector. Additional permanent bracing of the overall structure is the the building designer. For Welk' responsibility of general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 .Heloh9_N rrA aseln r SYSTEMS PLUS LUMBER CO, ANDERSON, CA LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -C=-60, C -E=-60, A -E= -814(F=-794) ]Job .. Truss Truss Type Qty PlyTJobiihReference 845414274 1504054 C4 Common Truss 1 (optional) r.bJO S Jul 2tl zu10 MI I eK IneUStne4, Inc. TUe SBPP 15 12:09:57 2015 PegB 2 ID:07byTlmzBaPJSWacOaRYQeyzkUA-xPDX7m7RUamDw9WW; NP hCLjQTzu5MGinYYRVydMZu r f3U°rTE COUNTY EUiLPINC31 Divis101 .A OVEE t v _ ® WARNING. Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 021/61015 BEFORE USE. Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and rs for an individual building component. Applicability of design parameters and proper Incorporation of component a responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stoblity, during construction is the responsibillity, of the iTek� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding , t fabdcalion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, OSB -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Trvss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. 7777Suite 109 hM,c jeghf& C g5fUn r.bJO S Jul 2tl zu10 MI I eK IneUStne4, Inc. TUe SBPP 15 12:09:57 2015 PegB 2 ID:07byTlmzBaPJSWacOaRYQeyzkUA-xPDX7m7RUamDw9WW; NP hCLjQTzu5MGinYYRVydMZu r f3U°rTE COUNTY EUiLPINC31 Divis101 .A OVEE t v _ ® WARNING. Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 021/61015 BEFORE USE. Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and rs for an individual building component. Applicability of design parameters and proper Incorporation of component a responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stoblity, during construction is the responsibillity, of the iTek� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding , t fabdcalion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, OSB -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Trvss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. 7777Suite 109 hM,c jeghf& C g5fUn SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jul 28 2015 MiTek Industries, Inc. Tue Sep 15 12:09:58 2015 Page 1 ID:O?byTlmzBaPJSWacOaRYOeyzkUA-PbyvL6?3Fuu3YJVj5TicxuldCpzRdhOPxRH6_xydMZt 1.0.0 5.6.12 0-4-1 1-1-6 r7-3 5.6.12 5x8 = 4x4 Scale = 1:25.5 2x4 11 30 = 3x5 = 1$ LOADING (psf) TCLL 20.0 (Roof Snow=20.0) TCDL 10.0 BCLL 0.0 ' RCni 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2012/TPI2007 Truss Type Qty Ply Smith (Job (Truss BOT CHORD 2x6 DF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G ' 845414275 1509.054 D1 California Truss 1 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jul 28 2015 MiTek Industries, Inc. Tue Sep 15 12:09:58 2015 Page 1 ID:O?byTlmzBaPJSWacOaRYOeyzkUA-PbyvL6?3Fuu3YJVj5TicxuldCpzRdhOPxRH6_xydMZt 1.0.0 5.6.12 0-4-1 1-1-6 r7-3 5.6.12 5x8 = 4x4 Scale = 1:25.5 2x4 11 30 = 3x5 = 1$ LOADING (psf) TCLL 20.0 (Roof Snow=20.0) TCDL 10.0 BCLL 0.0 ' RCni 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2012/TPI2007 CSI. TC 0.20 BC 0.20 WB 0.17. (Matrix -M) DEFL. in (lac) I/deft Ud Vert(LL) -0.02 H -J >999 240 Vert(TL) -0.06 H -J >999 180 Horz(TL) 0.01 E n/a n/a PLATES GRIP MT20 220/195 Weight: 123 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 2x6 DF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G ' REACTIONS. (Ib/size) B=1040/0-5-8, E=1040/0-5-8 Max Horz B=-53(LC 11) Max UpliftB=-147(LC 10), E=-145(LC 11) Max Grav B=1305(LC 29), E=1303(LC 29) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD BP= C -N=-1627/177, C -D=-1467/181, D -O=-1576/169, COUNTY -1637/158, E P —174491495, BUTTETyC BOT CHORD 33-1507, E -G= 84/1464 BU11-DIfiG 01"ISION W C-H=-41454DG=55/554 NOTES- A Pr PRIMED 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 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; Vu1t=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end'zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct=1 5) Unbalanced loads have been for �pF ESS/0 Q �/ snow considered this design. 6) This truss has been designed for greater of min roof live load of 18.0 psf or 2:00 times flat roof load of 20.0 on overhangs GO- N O l psf non -concurrent live loads. y� F2 with other 7) Provide adequate drainage to prevent water ponding. CO 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. C& 7642$ y (n 9) *This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by l -M wide will W U Z rn fit between the bottom chord and any other members. c Q 0 X 10) A plate rating reduction of 20% has been applied for the green lumber members. EXP. 12131!2 6 N 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 147 Ib uplift at joint B and 145 Ib uplift at joint E. 12) Girder carries tie-in span(s): 6-" from 0-" to 13-" 13) "Semi-rigid with fixed heels" Member end fixity model was in the design this truss. Q pitchbreaks used analysis and of q TFOF LOAD CASE(S) Standard CA`1 September 15,2015 ® WARNING - Verify deslgn�parameteis and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MIP7473 rev. 02/162015 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. _ Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown i. is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional bracing of the overall is the the building designer. For MiTek' permanent structure responsibility of general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 22314. - Suite 109 Job Truss Truss Type 1509-054 D1 California Truss y SYSTEMS PLUS LUMBER CO,- ANDERSON, CA LOAD CASES) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -C=-60, C -D=60, D -F=-60, B -E= -91(F=-71) Qty Ply Smith R45414275 1 2 Job Reference (optional) 7.630 s Jul 28 2015 Mrrek.Industries, Inc. Tue Sep 15 12:09:58 2015 Page 2 I D:O?byTlmzBaPJSWacOaRYQeyzkUA-PbyvL6?3Fuu3YJVj5TicxuldCpzRdhOPxRH6_xydMZt f BUTTE COUNTY 'BUILDING DIVISION APPROVE® j& WARNING - Verfry design parameter: and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 02/18/[015 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. 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 responsibillity of the A/iiTek� 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 BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312• Alexandria, VA 22314. Suite 109 - 'gh1s,.CA-956] i Job Truss Truss Type Qty Ply Smith . � - TCLL 20.0 SPACING- 2-0-0 CSI. R45414276 1509.054 D2 Common Truss 3 1 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.22 Vert(TL) -0.07 F -L >999 180 Job Reference (optional) "•"•"•""""'"'•"""` ^"'+�^`+ ^ /630 s J612620i 5 MII ex industries, inc. rue Jep l511:U`J:ba La1S f'8gg01 ID:0?byTImzBePJSWacOaRYQeyzkUA-tnW HYSOh0B1 wAT4wfBDrU6HnODJTM8gYg51 fWOydMZS 6-6-0 13.0-0 14-0.0 1-0-0 6-6-0 4x4 = - Scale = 1:26.2 C 2x4 II 3x5 = 3x5 = Plate Offsets (X,Y)— fB:Edge,0-0-41,fD:Edge 0-0-4 LOADING (psf) ® WARNING - Verily deslgn Parameter: and READ NOTES ON THIS AND INCLUDED MITEN REFERANCE PAGE M11.7473 rev. 021162015 BEFORE USE. Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and •6 for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown � - TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.26 Vert(LL) -0.02 F -L >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.22 Vert(TL) -0.07 F -L >999 180 BOLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(TL) 0.01 D n/a n/a QDL 10-0 � Code IBC2012/TPI2007 Matrix -M ( ) 6 Weight: 45 Ib FT = 20 /6 LUMBER- BRACING - TOP CHORD 2x4 DF No. t&Bir G TOP CHORD Structural wood sheathing directly applied or 6-070 oc puffins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G iek recomends that Stabilizers and required cross bracing [beTinstall.dnduringtruss erection, in accordance with Stabilizer stallation uide. REACTIONS. (Ib/size) B=580/0-5-8, D=580/0-5-8 Max Harz B=60(LC 10) Max UpliftB=-80(LC 10), D=-80(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B -M=-877/193, C -M=-537/61, C -N=-537/61, D -N=$77/185 BOT CHORD B -F=-338/1136, D -F=-292/1136 WEBS C -F=0/263/ BU? -T COUNTY ,L-�J°�!tISION NOTES- +n {{'' 'f 1JI, 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33{ 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 1 P'°y. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof five load of 18.0 psf or 2.00 times flat roof load of 20.0 psi 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 alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-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 80 Ib uplift at joint B and 80 Ib uplift at jointD. ,Q N I0 "Semi-rigid �QI 9) pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Q CC�j2 G� U .76428 z m IL EXP. 12/31/2016 m sjCIVI �TFOF CA�1F� September 15,2015 ® WARNING - Verily deslgn Parameter: and READ NOTES ON THIS AND INCLUDED MITEN REFERANCE PAGE M11.7473 rev. 021162015 BEFORE USE. Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and •6 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 erector. Additional bracing of the overall is the the building designer. i�niTek' permanent structure responsibility of For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. ' " 7777 Greenback Lane Suite 109 CA 9561n _ Job Truss Truss Type Qty Ply Smith Plate Offsets (X,Y)— [A:0-4-0,0-1-151, [E:0.4-0,0-1-151, [H:0-4-0,0-5-81 LOADING (psf) R45414277 1509-054 D3 Common Truss 1 SPACING- 2-0-0 Job Reference o tional 3-6-0 r.oau s �m eo cv�o mi r ex mausmes, mc. i ua se m iz:ua:5a zut5 r e 1 ID:07byTlmzBaPJSWacOaRYQeyzkUA4nWHYSOhOB1wAT4wfBDrU HgPDIQM7EY951 OydMZs ' 2-11-10 2-11-10 4x4 = C 3.66 11-0-0 Scale = 1:23.7 4x8 = 3x5 II 7x8 = 3x5 II 4x8 = - 1$ 3-6-66-0-0 9-5-10 13-0-0 7-6-6 7-11-10 -11-10 b6 Plate Offsets (X,Y)— [A:0-4-0,0-1-151, [E:0.4-0,0-1-151, [H:0-4-0,0-5-81 LOADING (psf) 1 TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.11 Vert(LL) -0.03 H-1 >999 240 MT20 220/195 . TCDL 10.0 Lumber DOL 1.15 BC 0.28 Vert(TL) -0.09 H-1 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0.66 Horz(TL) 0.02 E n/a n/a BCDL 10-6 Code IBC2012frP12007 (Matrix -M) Weight: 146 lb 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 2x8 DF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G REACTIONS. (Ib/size) A=2012/0-5-8, E=1870/0-5-8 Max Harz A=-70(LC 11) Max UpliftA=-304(LC 10), E=-293(LC 11) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-4080/629, B -N=-3594/561, C -N=-3574/573, C -O=-3573/576, D -O=-3596/567 D -E=-3449/518 BOT CHORD A -I=-559/3608, I -P=-559/3608, H -P=-559/3608, G -H=-400/3049, E -G=-400/3049 WEBS C -H=-449/2972, D -H=-57/255, D -G=-276/84, B -H=-494/125, B -I=-21/335 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-3-0 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=11Omph (3 -second gust) Vasd=87mph;•TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=20.0 psi (flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 18.0 psi or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 304 Ib uplift at joint A and 293 Ib uplift, at joint E. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2805 Ib down and 467 Ib up at 6-" on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard BUTTE COUNTY BUILDING DIVISION APPROVED Q�OF ESS/pN CO (D N 10 y��F�c C fL 76428 z m Of * EXP. 12/31/2016 qT ' CIVIC OF CAL September 15,2015 AL WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE 111II.7473 rev. 0211612015 BEFORE USE. _- Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for on individual building component. 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 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 ANSlfrPll Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information ovaBable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Mexondria, VA 22314. Suite 109 Job Truss Truss Type BUILDING DIVISION APPROVE® � Design valid for use only with MT ek connectors. This design is based only upon parameters shown. and is for an individual balding component. n Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing show . SYSTEMS PLUS LUMBER CO, ANDERSON, CA ��• LOAD CASE(S) Standard D3 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) permanent structure responsibility of general guidance regarding - fabrication, quality control. storage, delivery, erection and bracing, consult ANSIM1 Quality Criteria, DSB-89 and SCSI Building Component ' Vert: A -C=-60, C -F=-60, A -E=-20 1 I 7777 Greenback Lane Concentrated Loads (lb) Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Vert: P=2805(F) Job Truss Truss Type BUILDING DIVISION APPROVE® � Design valid for use only with MT ek connectors. This design is based only upon parameters shown. and is for an individual balding component. n Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing show ��• 1509-054 D3 Common Truss YL7 p p ITek' permanent structure responsibility of general guidance regarding - fabrication, quality control. storage, delivery, erection and bracing, consult ANSIM1 Quality Criteria, DSB-89 and SCSI Building Component Qty Ply Job ' 845414277 1 nh Rwfwrwnnw (optional) 7.630 s Jul 28 2015 MiTek Industries. Inc. Tue Sep 15 12:10:00 2015 Page 2 ID:01byTlmzBaPJSWacOaRYQeyzkUA-L_4g1ol JmV9node6Duk41 Jgl9def5SUiOlmD2gydMZr 0- BUTTE COUNTY BUILDING DIVISION APPROVE® ®WARNING - Verffy design Parameters and READ NOTES ON THIS AND INCLUDED Mn EK REFERANCE PAGE W17473 rev. 02/1&2015 BEFORE USE. Design valid for use only with MT ek connectors. This design is based only upon parameters shown. and is for an individual balding component. n Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing show ��• is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional bracing of the overall is the ding designer. For the buildingV YL7 p p ITek' permanent structure responsibility of general guidance regarding - fabrication, quality control. storage, delivery, erection and bracing, consult ANSIM1 Quality Criteria, DSB-89 and SCSI Building Component 1 I 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 ,e - Haigh. r.-O"rin I Job Truss Truss Type Qty Ply Smith 2) TCLL: ASCE 7-10; Pf=20.0 psi (flat roof snow); Category ll; Exp C; Partially Exp.; Ct= 1 Id A ""' 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs R45414278. 1509-054 it JACK -OPEN TRUSS B 1 fit between the bottom chord and any other members. 112 8) Refer to girder(s) for truss to truss connections.SOF Job Reference (optional) 1-0-0 6.00 F12 1-10-15 C D r.ojv s Jul zo zuIJ mi I eK Inausmes, Inc. I ue bep 1J 1L:lu:uu Lul a F'8 B 1 ID:O?byTlmzBaPJSWacOaRYQeyzkUA-L_491olJmVgnode6Duk41Jq? dgV5ckiOlIn 2gydMZr Scale = 1:13.8 B BUTTE COUNTY COUNTY 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS ' 1� 1� R. ( I UDI NG DIVISION 2) TCLL: ASCE 7-10; Pf=20.0 psi (flat roof snow); Category ll; Exp C; Partially Exp.; Ct= 1 Id A ""' 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs f 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. E 3x4 = fit between the bottom chord and any other members. 112 8) Refer to girder(s) for truss to truss connections.SOF 4-10.14 LOADING (psi), SPACING- 2-0-0 pitchbreaks end model was used the analysis and design of this truss. CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TOLL 20.0 (Roof Snow=20.0) Plate Grip DOL 1.15 Of o ;10 EXP. 12/31/2016 ^� TC 0.12 • Vert(LL) -0.02 E -H >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.17 Vert(TL) -0.06 E -H >999 180 Design valid for use only with MiTek 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 BCLL 0.0 ' Rep Stress Incr NO IVII WB. 0.00 Horz(TL) 0.00 B n/a n/a Suite 109 BCDL 10.0 Code IBC2012fTP12007 (Matrix -M) Weight: 13 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. I&Btr G TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc pudins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=175/0-3-8, E=43/Mechanical, C=80/Mechanical Max Horz B=53(LC 10) Max UpliftB=-15(LC 10), C=8(LC 10) Max Grav B=177(LC 16), E=86(LC 5), C=83(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-264/0 BOT CHORD B -E=0/281 NOTES- BUTTE COUNTY COUNTY 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 1� R. ( I UDI NG DIVISION 2) TCLL: ASCE 7-10; Pf=20.0 psi (flat roof snow); Category ll; Exp C; Partially Exp.; Ct= 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 18.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs (i—" R O\V E 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 1-" 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) Refer to girder(s) for truss to truss connections.SOF ESS/O 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 15 Ib uplift at joint B and 8 Ib uplift at joint C. 10) "Semi-rigid with fixed heels" Member fixity in �QQ' N IO �q� pitchbreaks end model was used the analysis and design of this truss. � ��� hrn (�2 C�2 `J ) 76428z m Of o ;10 EXP. 12/31/2016 ^� * CIV11. �P �rFOF CAS o� September 15,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 111II-7473 rev. 02t162015 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. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown HIM a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding IVII fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 7777 Greenback Lane Suite 109 4 Job Truss Truss Type Qty PlySmkh 1.15 Rep Stress Incr YES Code IBC2012/TP12007 4 R45414279 1509-054 .11C Jack -Open Truss 10 1 Weight: 7 Ib FT = 20% BRACING - Job Reference (optional) JTJ I CMJ YWJ LUMCtK W, MUtr(JUN. UA LOADING (psf) TCLL 20.0 (Roof Snow=20.0) TCDL 10.0 BCLL 0.0 LUMBER - TOP CHORD 2x4 DF No.t&Btr G BOT CHORD 2x4 DF No.1&Btr G g A r.oau s Jul zb N1J MI I ex Inamines, Inc. I Ile Jep 1 a 1Z:lu:ua Lu10 'age l I D:0?byTl mzBa PJ S W acOaRYQeyzkUA-6 WZh RX7 Kuy9f IrGeh atyL?9NorRkzEitE? ie KMydMZ �-0-D 1-10-15 1.0-0 1-10-15 Scale = 1:9.7 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TP12007 4 2x4 = E Ii. CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.07 Vert(LL) 0.00 H >999 240 MT20 220/195 BC 0.01 Vert(TL) -0.00 H >999 180 WB 0.00 Horz(TL) • 0.00 B n/a n/a (Matrix -M) Weight: 7 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=153/0-3-8, E=18/Mechanical, C=49/Mechanical Max Harz B=53(LC 10) Max UpliftB=-26(LC 10), C=-24(LC 10) Max Grav B=158(LC 16), E=30(LC 5), C=49(LC 1) 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; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct= 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 18.0 psf or 2.00 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 1-" 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) Refer to girder(s) for truss 10 truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, C. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. BUTTE COUNTY BUILDING !DIVISION APPROVE® Q�pFESS/ON �P�pT N l0 yF�F�c �2 y 76428 z m o M * EXP. 1231/2016Q OF September 15,2015 ® WARNING - Ven7y design parameters and READ NOTES ON THIS AND INCLUDED MITil(REFERANCE PAGE MI1-7473 fay. 0710/2015 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." 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 responsibillity of the erector. Additional permanent bracing of the overall structure is the responsbiilty, MiTek* of the building designer, For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply Smith 6-0-0 -0.0 ' LOADING (psf) 845414280 1509-054 J2 HALF HIP TRUSS 8 1 TOLL 20.0 SPACING- 2-0-0 CSI. DEFL. Job Reference (optional) o i mina rwo wmocn �. nrvu—uM VN /.1530 S Jul 28 2015 MiTak Industries, Inc. Tue Sep 15 12:10:08 2015 Page 1 ID:O?byTlmzBaPJSWacOaRYQeyzkUA-6WZhRX7Kuy9 irGehatyL?9MgrOWzEmtE?ieKMydMZj 3.6-0 4-0-0 6.0-0 1�0 3-6-0 0-0-0 2-0-0 Scale = 1:16.2 A 4x6 \\ E 2x4 = - 3x4 = - 3-6-0 3-6-0 4-0-0 n.G-0 6-0-0 -0.0 7-5-8 1-5-8 LOADING (psf) TOLL 20.0 SPACING- 2-0-0 CSI. DEFL. in, (loc) I/deft L/d PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC .0.14 Vert(LL) -0.01 F -I >999 240 MT20 220/195 BCDL 10.0 Lumber DOL 1.15 BC . 0.09 Vert(TL) -0.01 F -I >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 E n/a n/a . BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 27 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No:18Blr G" BOT CHORD 2x4 DF No.18Btr G WEBS 2x4 DF Stud/Std G REACTIONS. (Ib/size) B=310/0-5-8, E=219/Mechanical Max Horz B=79(LC 10) Max UpliftB=-48(LC 10), E=-26(LC 7) Max Grav B=461 (LC 26), E=268(LC 25) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-351/43 BOT CHORD B -F=-112/442 WEBS C -E=-263/29 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 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 20.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 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 1-0-0 wide 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. 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) B, E. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. BUTTE COUNTY t3Ul�t._ONG DIVISION MKYPRO V E® S Q�pF ESS/ON ����P�oTNio tiF�F� CZ LU 76428 z m of ofo M September 15,2015 ® WARNING - Verlly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 02/16,2015 BEFORE USE. Design varid for use only with MZek 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 individuol web members only. Add'it'ional temporary bracing to insure stability during construction is the responsibillity of the Q erector. Additional permanent bracing of the overall structure is the responsibility of the buildingIV I ding designer. For general guidance regarding iTek• fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/IP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Y Job Truss Truss Type Qty PlySmith ' LOADING (psf) R45414281 1509054 � J2C Jack -Open Truss 9 1 ' SPACING- 2-0-0 CSI. DEF[. in (lac) Job Reference (optional) •' • •' • �•••" • ""' ^^••�^� /.oJu s Jurza zu15 mi i eK maustnes, inc. I ue Sep 15 12:10:12 2015 Pagel I D:07byTlmzBaPJSWacOaRYQeyzkUA-?HoCHuAryBf4ETZPwQyvWrK2VTnov2iT9dgrT7ydMZf 3-10-15 1.0-0 z -o -o 1-10-15 ` 2x4 = E Scale = 1:14.9 LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G REACTIONS. (Ib/size) B=198/0-5-8, E=50/Mechanical, C=91/Mechanical Max Horz B=90(LC 10) Max UpliftB=-32(LC 10), E=-13(LC 10), C=-51 (LC 10) Max Grav B=200(LC 17), E=51(LC 17), C=100(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 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 18.0 psi or 2.00 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 1-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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, E, C. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING. Verlry design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REPERANCE PAGE MII.7479 rev. 02/102015 BEFORE USE Design volid 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 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 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 ANSIM1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street; Suite 312, Alexandria, VA 22314. BUTTE COUNTY BUILDING DIVISION APPROVED QROF ESS/ON Oi N I O h� �F2 LU 76428 z m o X EXP. 12/31/2016 ^7 * if/ �t CIVIL \FOF CAS' September 15,2015 MiTek' 7777 Greenback Lane Suite 109 2-0-0 2-0-0 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEF[. in (lac) Ildefl Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.09 Vert(LL) -0.00 H >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.07 Vert(TL) -0.00 E -H >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 B n/a n/a BCDL 10.0 Code IBC2012ITP12007 (Matrix -M) Weight: 10 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G REACTIONS. (Ib/size) B=198/0-5-8, E=50/Mechanical, C=91/Mechanical Max Horz B=90(LC 10) Max UpliftB=-32(LC 10), E=-13(LC 10), C=-51 (LC 10) Max Grav B=200(LC 17), E=51(LC 17), C=100(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 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 18.0 psi or 2.00 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 1-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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, E, C. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING. Verlry design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REPERANCE PAGE MII.7479 rev. 02/102015 BEFORE USE Design volid 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 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 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 ANSIM1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street; Suite 312, Alexandria, VA 22314. BUTTE COUNTY BUILDING DIVISION APPROVED QROF ESS/ON Oi N I O h� �F2 LU 76428 z m o X EXP. 12/31/2016 ^7 * if/ �t CIVIL \FOF CAS' September 15,2015 MiTek' 7777 Greenback Lane Suite 109 Job Truss Truss Type Qty PlyS labIferen.. R45414282 1509-054 J3 Jack -Open Truss 8 Id A o tional I.a3U 5 JUI La Lula Ml l ex maamnes, Inc. i ue Sela lZ:lu:1Z ad Page l ID:O?byTlmzBaPJSWacOaRYQeyzkUA-?HoCHuAryBf4ETZPwClyv rK?mTmKv21T9dgr;4ydMZf 1-0.0 5.10-15 Scale = 1:19.7 LUMBER- TOPCHORD 2x4 DF No.18Btr G BOT CHORD. 2x4 DF No.18Btr G REACTIONS. (Ib/size) B=341/0-5-8, E=55/Mechanical, C=143/Mechanical Max Harz B=128(LC 10) Max UpliftB=-42(LC 10), C=78(LC 10) Max Grav B=347(LC 17), E=92(LC 5), C=165(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B -I=-724/140 BOT CHORD B -E=-315/994 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL --1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 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 18.0 psi or 2.00 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 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) B, C. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. a BUTTE COUNTY BUILDING DIVISION APPROVE QFtOF ESS/ON �P�pT N 10 CO yF�F2c �'L 2 w 76428 z m * EXP.1213112Q�6'7 * qT � ���P \OFCAUF� September 15,2015 ® WARNING - VerNy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 02/182015 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.0 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown tib is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the p erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' iTek• fabrication. quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 B Id A 3x4 = E . 6-0-0 B-0-0 1 - Plate Offsets (X,Y)— [B:0-0-8,Edge] LOADING (psi) TOLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.26 Vert(LL) -0.02 E -H >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.16 Vert(TL) -0.09 E -H >806 180 BCDI 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 B n/a n/a BCD Code IBC20121TP12007 (Matrix -M) Weight: 19 Ib FT = 20% LUMBER- TOPCHORD 2x4 DF No.18Btr G BOT CHORD. 2x4 DF No.18Btr G REACTIONS. (Ib/size) B=341/0-5-8, E=55/Mechanical, C=143/Mechanical Max Harz B=128(LC 10) Max UpliftB=-42(LC 10), C=78(LC 10) Max Grav B=347(LC 17), E=92(LC 5), C=165(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B -I=-724/140 BOT CHORD B -E=-315/994 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL --1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 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 18.0 psi or 2.00 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 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) B, C. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. a BUTTE COUNTY BUILDING DIVISION APPROVE QFtOF ESS/ON �P�pT N 10 CO yF�F2c �'L 2 w 76428 z m * EXP.1213112Q�6'7 * qT � ���P \OFCAUF� September 15,2015 ® WARNING - VerNy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 02/182015 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.0 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown tib is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the p erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' iTek• fabrication. quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss TypeQty Ply Smith • - BU BUTTE E COUOU Y Y FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 4 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.6psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS 845414283 1503054 13C Jack -Open Truss 1 1 - 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. m Job Reference (optional) •'••'•�•••"•-""- ^" ^^"�^•+� •�^ '4UI404UIamllexmOUSmes,lnc. lue Se la 1Z:1Vas 2010 Ya el ID:O?byTlmzBaPJSWacOaRYQeyzkUA-TUMaUEBTjUnxrc8cU7T8 3sD7s7veVycNHO OaydMZe Scale = 1:20.2 REACTIONS. All bearings 0-1-8 except (jt=length) D=Mechanical, B=0-5-8. (lb) - Max Harz B=127(LC 10) 6.00_ lid C BU BUTTE E COUOU Y Y FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 4 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.6psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS APPROVED ' (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 q 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. m 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) E, C. , B 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model,was used in the analysis and design of this truss. F�P?,OF IO �Q- �0N �'0 2 2 A 76428 Z m o � * EXP. 12/31/2016 f'7 CIVit. �P OF CA��FO�� E September 15,2015 ® WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII 7473 rev. 02/1&2015 BEFORE USE Design valid for use only vAth MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. 2x4 = 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 responsibillBy of the erector, Additional penmonent bracing of the overall structure B the the building responsibility of designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSIM11 Quality Criteria, DSB-89 and SCSI Building Component i 1 V I ITek• Safety Information avoilcbie from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 22314. 7777 Greenback Lane Suite 109 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/def! Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.09 Vert(LL) -0.00 H >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.08 Vert(TL) -0.00 E -H >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 D n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -M ( ) a Weight: 13 Ib FT = 20 /o LUMBER- BRACING - TOP CHORD 2x4 OF No.1&Btu G TOP CHORD Structural wood sheathing directly applied or 2-M oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer ' Installation uide. REACTIONS. All bearings 0-1-8 except (jt=length) D=Mechanical, B=0-5-8. (lb) - Max Harz B=127(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) D, B, E, C Max Grav All reactions 2501b or less at joints) D, B, E, c BU BUTTE E COUOU Y Y FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BU I DINc �NT NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.6psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS APPROVED ' (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 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 18.0 psf or 2.00 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 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) E, C. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) D, B, E, C. ESS/CNS 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model,was used in the analysis and design of this truss. F�P?,OF IO �Q- �0N �'0 2 2 76428 Z m o � * EXP. 12/31/2016 f'7 CIVit. �P OF CA��FO�� September 15,2015 ® WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII 7473 rev. 02/1&2015 BEFORE USE Design valid for use only vAth MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. 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 responsibillBy of the erector, Additional penmonent bracing of the overall structure B the the building responsibility of designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSIM11 Quality Criteria, DSB-89 and SCSI Building Component i 1 V I ITek• Safety Information avoilcbie from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 22314. 7777 Greenback Lane Suite 109 Job - Truss Truss Type pry TCLL 20.0 SPACING- 2-0-0 CSI. DEF=. in (loc) I/deft Lid PLATES GRIP FYTJob"Reference R45414284 1509.054 J4 Jack -Open Truss 5 BC 0.17 Vert(TL) -0.09 F-1 >790 180 BCLL 0.0 ' Rep Stress Incr YES We 0.00 (optional) ^� ���•���� r..au s um ZD Zu,o mi i ex inausines. inc. i ue se 1D 1Z:1u:I Zola raagge 1 ID:O?byTlmzBaPJSWacOaRYQeyzkUA-PsULvwDjE62f5w1 bWc UyWrgo?6PRvrevV4SydMZc 7= 6-0-0 1-10-1 -11 155 1 A 3x4 = F ]g Scale = 1:24.8 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEF=. in (loc) I/deft Lid PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.02 F-1 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.17 Vert(TL) -0.09 F-1 >790 180 BCLL 0.0 ' Rep Stress Incr YES We 0.00 Horz(TL) 0.00 B n/a n/a RCr)1 10.0 Code IBC20121TP12007 (Matrix -M) Weight: 22 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1&Btr G BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings Mechanical except Qt=length) B=0-5-8, C=0-3-0. (lb) - Max Harz B=165(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) B, D except C=-107(LC 10) Max Grav All reactions 250 Ib or less at joint(s) F, C, D except B=352(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -J=-757/160 BOT CHORD B -F=-375/1046 Structural wood sheathing directly applied or 6-0-0 oc puffins Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; PF --20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 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 18.0 psi or 2.00 times flat roof load of 20.0 psi 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 1-" 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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, D except Qt=1b) C=107. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473re, 0216/2015 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. 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 responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regording fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Infonnollon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 0 SUITE COUNTY BUILDING DIVISION APPROVED Q�OF ESS/ON pi N 10 CIDy� c w 76428 -z m 0 ;D EXP. 12/31/2016 m r60F CALIF September 15,2015 Welk' 7777 Greenback Lane Suite 109 10 Job Truss Truss Type Oty PlyTS.h0J4C Design valid 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 of building designer - not truss designer. Bracing shown eG 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 the building designer. YGLi7 MiTek' TCLL 20.0 845414285 CSI. DEFL. Jack -Open Truss 1 Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.00 D -G >999 240 MT20 220/195 TCLL 10.0 eference (optional) .�. , ,nom raw winocn �. nrvucnav , �w f -b u s Jul 1B 2ulb maek Industnes, Inc. rue Sepp 15 12:10:16 2015 Page 1 I D:O? byTl mzBa PJS W acOa RYOeyzkUA432j6G DL?PA W i4tB9 FOrg h U kn4A8rrh23 Ee3cuyd MZb A 1-0-0 2-0-0 2x4 = Scale = 1:9.7 Plate Offsets (X,Y)— [B:0-4-0,0-0-41 OFCAO September 15,2015 -LOADING (psf) Design valid 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 of building designer - not truss designer. Bracing shown eG 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 the building designer. YGLi7 MiTek' TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.00 D -G >999 240 MT20 220/195 TCLL 10.0 Lumber DOL 1.15 BC 0.04 Vert(TL) -0.01 D -G >999 180 BCLL 0.0 ' Rep Stress Ince YES WB 0.00 Horz(TL) 0.00 B n/a n/a 100 Code IBC20121TP12007Matrix-M ( ) o Weight: 9 Ib FT 20 /o = LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G 'TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer - Installation guide. REACTIONS. (Ib/size) C=50/Mechanical, B=171/0-5-8, D=26/Mechanical Max Horz B=53(LC 10) Max UpliftC=-19(LC 10), B=23(1_C 10) Max Grav C=50(LC 1), B=171(LC 1), D=50(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- BUTTE COUNTY 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS BUS[, DING. DIVISION (envelope) gable end zone; cantilever left and right exposed ; end verticableft and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 0 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 1�\ "'PROVED 3) Unbalanced snow loads have been considered for this design. [j 4) This truss has been designed for greater of min roof live load of 18.0 psi or 2.00 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 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Refer to girder(s) for truss to truss connections.OF ESS/ 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) C, B. �QQ� N ro ���� 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Q P�� IL 76428 Z m of o ;0 * EXP. 12//31/2016 ^7 OFCAO September 15,2015 ® WARNING - Verify design'parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11.7473 rev. 0211012015 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. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown eG 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 the building designer. YGLi7 MiTek' responsibility of For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality criteria, DSB-89 and BCS! Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. 77 77 7777 Greenback Lane 109 Job Truss Truss TypeQty Ply Smith SPACING- 2-0-0 CSI. DEFL: in (loc) I/deft Lid PLATES GRIP (Roof Snow=20.0) ' R45414286 1509-054 JS .- Jack -Open Truss 5 .1 - Vert(TL) -0.09 G -J 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Job Reference (optional) 1 f i A 3x4 = .OJU5JUILOLUlDMIleKmeU9fnes,mc. I ue .lap l�lL:l U:1G LU 1J Y8 e1 ID:07byTlmzBaPJSWacOaRYQeyzkUA-t32j6GDL7PAWi4IB9FOrghUhg48Errt123Ee cuydMZb 6-0N 6.0-0 10.15 1-0.0 3.10.1s 6.0.0 G Scale = 1:30.7 LOADING (pS9 TCLL 20.0 SPACING- 2-0-0 CSI. DEFL: in (loc) I/deft Lid PLATES GRIP (Roof Snow=20.0) ' plate Grip DOL 1.15 TC 0.27 • Vert(LL) -0.02 G -J >999 240 '>790 MT20 220/195 TCDL 10,0 Lumber DOL 1.15 BC 0.17 Vert(TL) -0.09 G -J 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 B n/a n/a Acm 100 Code IBC2012/TPI2007 (Matrix -M) Weight: 25 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.18Btr G BOT CHORD, 2x4 DF No.1&Btr G BRACING - TOP CHORD BOTCHORD REACTIONS. All bearings Mechanical except Qt=length) B=0-5-8, C=0-3-0, D=0-1-8. (lb) - Max Harz B=202(LC 10) Max Uplift All uplift 100 Ib or less at joints) B, D. E except C=111(LC 10) Max Grav All reactions 250 Ib or less at joint(s) G, C. D, E except B=351(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-750/151 BOT CHORD B -G=-394/1035 Structural wood sheathing directly applied or 6-0-0 oc puffins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mpfi; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 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 18.0 psf or 2.00 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 1-" 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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) D. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, D, E except Qt=lb) C=111. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C, D. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. BUTTE COUNTY BUILDING DIVISION 0VE® Q�pFESS/pN ��P�pTNIO �'L Z w 76428 z m September 15,2015 ® WARNING - Verily desl9n Parameters end READ NOTES ON THIS AND INCLUDED MIT EK REFERANCE PAGE 11,111-7473 rev. 02116/2015 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..eG Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown YCC` is for lateral support of individual web members only. Additional temporary brocing to insure stability during construction 6 the responsibillity of the p erector. Additional permanent brocing of the overall structure is the responsbility of the building designer. For general guidance regarding IV I iTek• fabrication, quality control, storage, delivery, erection and brocing, consult ANSI/TPII Quality Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Mexondrio, VA 22314. Suite 109 u n w wniocn nry v , �.n (.0"v s Jul za zulb MI rex Inausm" Inc. I ue 50p 17 1zi U:1 / 2ulb Page 1 ID:O?byTlmzBaPJSWacOaRYQeyzkUA-LFc5KcEzmjINKESNjzX4DvluaUV7alxCluOc9LydMZa 2-0-0 3-10-15 2-0-0 1-10-15 • Scale = 1:14.9 A 2x4 ll LOADING (psf) Truss Truss Type Qty Ply (loc) I/defl L/d �J_ob TCLL 20.0 (Roof Snow=20.0) Plate Grip DOL 1.15 ® TC 0.13 845414287 FJobRference 509.054 JSC Jack -Open Truss 1 1 BC 0.06 Vert(TL) -0.01 A -C >999 180 7) Refer to girder(s) for truss to truss connections. BCDL 0.0 ' Rep Stress Incr YES (optional) u n w wniocn nry v , �.n (.0"v s Jul za zulb MI rex Inausm" Inc. I ue 50p 17 1zi U:1 / 2ulb Page 1 ID:O?byTlmzBaPJSWacOaRYQeyzkUA-LFc5KcEzmjINKESNjzX4DvluaUV7alxCluOc9LydMZa 2-0-0 3-10-15 2-0-0 1-10-15 • Scale = 1:14.9 A 2x4 ll LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 (Roof Snow=20.0) Plate Grip DOL 1.15 ® TC 0.13 Vert(LL) -0.00 A -C >999 240 MT20 2201195 BCDL 10.0 Lumber DOL 1.15 fit between the bottom chord and any other members. BC 0.06 Vert(TL) -0.01 A -C >999 180 7) Refer to girder(s) for truss to truss connections. BCDL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 B We n/a BCDL 10.0 Code IBC2012lrP12007 (Matrix -M) P�0I Weight: 9 Ib FT = 20% LUMBER- ' BRACING - TOP CHORD 2x4 DF No. t&Btr G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puffins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. September 15,2015 ® WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED Mr7EK REFERANCE PAGE MIP7473 rev. 02118/2015 BEFORE USE MiTek recommends that Stabilizers and required cross bracing G C`t HIM is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional bracing of the overall is the the building designer. For M iTek• r be installed during truss erection, in accordance with Stabilizer 7777 Greenback Lane Suite 109 Installation guide. REACTIONS. (Ib/size) A=130/0-5-8, B=101/Mechanical, C=29/Mechanical Max Horz A=74(LC 10) Max UpliftA=-3(LC 10), B=-05(LC 10) Max Grav A=1 31 (LC_1 7), B=102(LC 17), C=59(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BUTTE COUNTY NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. If; Exp C; enclosed; MWFRS BUILDING DIVISION (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 V 2) TCLL: ASCE 7-10; Pf=20.0 psi (flat roof snow); Category ll; Exp C; Partially Exp.; Ct= 1 ® 3) Unbalanced snow loads have been considered for this design. 6� A �� 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by.1-" wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Solid blocking' is required on both sides of the truss at joint(s), A. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, B. 10)'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. �O9?,0FES$101V� N 10 P�0I ' w 76428 z m EXP. 12/31/2016 ^� * CIVIC lq�FOF CAL OQ- ' September 15,2015 ® WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED Mr7EK REFERANCE PAGE MIP7473 rev. 02118/2015 BEFORE USE Design valid for use only with MZw ek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown G C`t HIM is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional bracing of the overall is the the building designer. For M iTek• r permanent structure responsibility of general guidance regarding .fabrication, quality control. storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. 7777 Greenback Lane Suite 109 Job Truss Truss Type Qty Ply Smith TOLL 20.0 R45414288 1503054 is. Jaek-Open Truss 5 1 TC 0.27 Vert(LL) -0.02 H -K >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.17 Joh Reference (optional) nrvucna n r.bJU s JUI lU 1U15 MI I ek InCUsmes, InC. TUe 5ep 15 12:10:18 2015 Pagel ID:O?byTlmzBaPJSWacOaRYQeyzkUA-pR9TXyFcX1 QEyO1 ZGg3Jl6al AtpiJIBLXY7AhnydMZZ , 1-0-0 6.0-0 11-10-15 1 6-0-0 5-1415 A 3x4 = H I$ Scale c 1:35.5 t rldleyn5el5 h, T 1— to:u-tr-y,aogef LOADING (psf) TOLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.02 H -K >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.17 Vert(TL) -0.09 H -K >790 180 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 B n/a n/a BQDL 10-0 Code IBC2012rrPI2007 (Matrix -M) Weight: 28 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1&Btr G BRACING - TOP CHORD BOTCHORD Structural wood sheathing directly applied or 6-0-0 oc puffins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings Mechanical except Qt=length) B=0-5.8, C=0-3-0, D=0-1-8, E=0-1-8. (lb) - Max Harz B=240(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) D, E, F except C=-111(LC 10) Max Grav All reactions 250 lb or less atjoint(s) H, C, D, E, F except B=351(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-750/143 BOT CHORD B -H=-412/1035 " NOTES - 1) Wind: ASCE 7-10; Vult=1106nph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber COL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psi (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 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 18.0 psf or 2.00 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 psi bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-" 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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) D, E. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) D, E, F except (jt=lb) C=111. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C, D, E. 12) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MX7473 rev. 02162015 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. 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 responsibillity of the erector. Additional permon(?m 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 ANSIM1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. BUTTE COUNTY BUILDING DIVISION APPROVED Q?,OF ESS/01V pi N 10 �y� �F�c �2 Z 76428 z m 0 M EXP. 12/31/2016 ^7 9T CIV11 " ��P T OF C0 � September 15,2015 MiTek' 7777 Greenback Lane Suite 109 a uvm rwu ocn �. nrvucna r f.bJU 5 Jul ZB ZU15 Mllek Industries, Inc. Tue Sep 1512:10:192015 Pagge 1 ID:O?byTlmzBaPJSWacOaRYQeyzkUA-IejdHGEIKY5ZXbmgOaYIK6E3H Bb2CRVmCgUDydMZY 2-0-0 3.10-15 2-0.0 1-10-15 A D 2x4 It E ]a Scale = 1:20.2 LOADING (psf) Truss Truss Type Qty Ply SmithR45414289 Fob- CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Root Snow=20.0) Plate Grip DOL 1.15 TC , 0.13 JISC Jack -Open Truss 1 1 BC 0.06 Vert(TL) -0.01 A-E >999 180 BCDL 0.0 ' Rep Stress Incr YES WB 0.00 Job Reference o tional a uvm rwu ocn �. nrvucna r f.bJU 5 Jul ZB ZU15 Mllek Industries, Inc. Tue Sep 1512:10:192015 Pagge 1 ID:O?byTlmzBaPJSWacOaRYQeyzkUA-IejdHGEIKY5ZXbmgOaYIK6E3H Bb2CRVmCgUDydMZY 2-0-0 3.10-15 2-0.0 1-10-15 A D 2x4 It E ]a Scale = 1:20.2 LOADING (psf) TOLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Root Snow=20.0) Plate Grip DOL 1.15 TC , 0.13 Vert(LL) -0.00 A-E >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.06 Vert(TL) -0.01 A-E >999 180 BCDL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code IBC2012rrPI2007 (Matrix - MM ( ) a Weight: 12 Ib FT = 20 /o LUMBER - TOP CHORD 2x4 DF No.188tr G BOT CHORD 2x4 DF No.18Btf G REACTIONS. All bearings Mechanical except Qt=length) A=0-5-8, C=0-1-8. (lb) - Max HorzA=110(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) B, C Max Grav All reactions 250 Ib or less at joint(s) A, E, B, C FORCES. .(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 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 18.0 psf or 2.00 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 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to' bearing plate at joint(s) C. 10) Solid blocking is required on both sides of the truss at joint(s), A. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, C. 12)'Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C. 13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. BUTTE iE COUNTY BUILDING DIVISION APPROVE® Q?,OFESS/ON ��F�P�pSNl0 tiFea �� Z Lu. 76428 z m o * EX 1 J/201 s C10 - 6F CAS September 15,2015 ®.WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11.7473 rev. 02/1612015 BEFORE USE Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is for an individual building component. Y�• Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Yt7 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 IV I R=[ fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Job Truss. Truss Type Ply ' Smith845414290 TOLL 20.0 rty CSI. DEFL. 1509.054 J7 Jack -Open Truss 1 Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.02 I -L >999 240 Job Reference (optional) OJU a J., L vio M ex mcusmes, alc. l ue Je 1D 1L:1u:1tl 2uu Ya 1 1 ID:O?byTlmzBaPJSWacOaRYOeyzkUA-IejdHGEIKY5ZXbmgOaYl 6CvH9x2CRVmCtj DydMZY -1-0-0 i 6.0-0 1340-15 1-0-0 6.0-0 7-10-15 3x4 = 6-0-0 6.0-0 Scale c 1:40.8 LOADING (psf) TOLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.02 I -L >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.17 Vert(TL) -0.09 I -L >790 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 G n/a n/a BCDL 10.0 Code IBC2012ITP12007 (Matrix -M) Weight: 31 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. t&Btr G TOP CHORD BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD REACTIONS. All bearings 0-1-8 except Qt=length) B=0-3-8, 1=Mechanical, C=0-3-0, G=Mechanical. (lb) - Max Harz B=277(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) D, E, F, G except C=-111(LC 10) Max Grav All reactions 250 lb or less atjoint(s) I, C, D, E. F. G except B=351(LC 1) FORCES. ,(lb) - Max. Comp./Max. Ten. -.All forces 250 (lb) or less except when shown. TOP CHORD B -C=-750/135 BOT CHORD B-1=-430/1035 Structural wood sheathing directly applied or 6-0-0 oc puffins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 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 18.0 psf or 2.00 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 1-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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) D, E, F. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) D, E, F, G except Qt=1b) C=111_ 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C, D, E, F. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameter; and READ NOTES ON THIS AND INCLUDED MI7EK REFERANCE PAGE M11.7473 rev. 02/16/2015 BEFORE USE Design valid for use only with M1ek 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 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 ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from TrussPlate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. BUTTE COUNTY BUILDING DIVISION OV Q?,OFESS/0N TN10 '�l w VO 76428. z m EXP. 12/31/2016 m q CIV11. \FOFrAL September 15,2015 MiTek' 7777 Greenback Lane Suite 109 .ak Job �•� ��•��� �•����� . �n Truss Truss Type Ply Sm th " SPACING- 2-0-0 ]0ty DEFL. in (loc) I/deft Ud PLATES GRIP 845414291 1509-054 J7C Jack -Open Truss 1 1 Lumber DOL 1.15 - _ _ -_ BCLL 0.0 ' Rep Stress Incr YES Job Reference lootionall I-V s mn aD cum M1 i eK mausmes, mc. i ue aep iD iz:iu:zu zulo ra e t ID:O?byTlmzBaPJSWacOaRYOeyzkUA-mgHEydps3egyBhAyO55ngXfO8hXqnfge sc IgydMZX 2-0.0 3-10-15 : X2.0.0 1-1115 A D 2x4 I I E Scale c 1:26.9 3.6-8 3-0-0 LOADING (psf) TOLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.00 A-E >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.06 Vert(TL) . -0.01 A-E >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code IBC2012ITP12007 (Matrix -M) Weight: 16 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1 &Btr G BRACING- TOPCHORD BOTCHORD REACTIONS. All bearings 0-5-8 except Qt=length) E=Mechanical, C=Mechanical, B=0-1-8. (lb) - Max Harz A=159(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) C except B 137(LC 10) Max Grav All reactions 250 Ib or less at joint(s) A, E, C. B FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 2-0-0 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof.snow); Category ll; Exp C; Partially Exp.; Ct= 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 18.0 psf or 2.00 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 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate at joint(s) B. 11) Solid blocking is required on both sides of the truss at joint(s), A. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) C except (jt=1b) B=137. 13) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) B. 14) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. BUTTE COUNTY BUILDING DIVISION APPROVED QF oFESS/ON �pT NIO tiF�F2c L 76428 z m 0 ;D * EXP. 12/31/2Y6 -"'I r�OF�j September 15,2015 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Ml1.7473 rev. 02/162015 BEFORE USE Design vorid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. JA Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Val is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliiy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek* IiTek• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lena Safety Information available from Tniss Plate Institute, 781 N. Lee Street, Suite 312, Alexandra. VA 22314. Suite 109 Job ' Truss Truss TypeQty Ply Smith TCLL 20.0 SPACING- R45414292 1509-054 � JB Jack -Open Truss � 5 1 Lld (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.27 Vert(LL) Job Reference (oo0ona1) •" ^'•" "�" "^•"'�^ �`+^'• . �^ r.GJU s JUI La 2U15 MI I aK Inaustnes, mc. TUB Sap 15 12:10:21 2015 Paagga 1 ID:O?byTlmzBaPJSWacOaRYQeyzkUA-EOrc9zHUgyoppl1I oc0NICYP5rPW6woDWMg16ydMZW -1-0-0 6-0-0 I 10.151 11-10 6-0-0 3-10.15 J 30 = 6-0-0 6-0-0 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft Lld (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.02 J -M >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.17 Vert(TL) -0.09 J -M >790 180 BC^L ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 . H n/a n/a .0.0 Code IBC2012ITP12007 (Matrix -M) LUMBER - TOP CHORD 2x4 DF N0.1&Btr G BOT CHORD 2x4 DF No.1&Btr G BRACING- TOPCHORD BOTCHORD REACTIONS. All bearings 0-1w8 except Qt=length) B=0-3-8, J=Mechanical, C=0-3-0, H=Mechanical. (lb) - Max Horz B=314(LC 10) Max Uplift All uplift 100 Ib or less atjoint(s) D, E, F, G, H except C=-111(LC 10) Max Grav All reactions 250 Ib or less at joint(s) J, C, D; E, F, G, H except B=351(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-750/127 BOT CHORD B -J=-449/1035 Scale = 1:46.0 q q ;:I PLATES GRIP MT20 220/195 Weight: 34 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc puffins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; PF --20.0 psi (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 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 18.0 psf or 2.00 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 1-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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) D, E, F. G. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) D, E, F. G. H except (jt=lb) C=111. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C, D, E, F, G.. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIT'EK REFERANCE PAGE Mil -7473 fay. 07/18/2015 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and 6 for an individual buildng 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 responsibillity of the 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 BCSI Building Component safety Information available from.Truss Plate Institute, 781 N. Lee Street, Suite312, Alexandria. VA 22314. BUTTE COUNTY BUILDING DIIVIISIOI APPROVELi Q?,OFESS/ON T N 10 y� �F�c CO 76428 z m EXP. 12/31/2016 ^' * 'Z'of �* �OFC September 15,2015 MiTek' , 7777 Greenback Lane Suite 109 (atmc MpighN, CA a 0 Job Truss Truss Type Qty Ply Smith BUILDING DIVISION Plate Offsets (X,Y)— (B:0-0-4,Edge) ' 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS R45414293 1509-054 J9 JACK -OPEN TRUSS 3 1 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 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 psi bottom chord live load nonconcurrent with any other live loads. Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 a Jul 28 2015 MiTek Industries, Inc. Tue Sep 15 12:10:22 2015 Pege 1 ID:01byTlmzBaPJSWacOaRYQeyzkUA4CP_NJ16bFwfQ7KKV W7Fwykj9VBeFZAxSA5NgYydMN 17.10-15 I 1-0-0 fi-0-0 11-10-15 Scale = 1:52.2 LUMBER - TOP CHORD 2x4 DF No.18Btr G BOT CHORD 2x4 DF No.18Btr G BRACING - TOP CHORD BOTCHORD REACTIONS. All bearings 0-1-8 except (jt=length) B=0=5-8, L=Mechanical, C=0-3-0, J=Mechanical. (Ib) - Max Horz B=352(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) D, E, G. H, I, J except C=-112(LC 10) Max Grav All reactions 250 Ib or less at joints) L, C, D, E, G. H, I, J except B=351(LC 1) Structural wood sheathing directly applied or 6-0-0 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. 3x4 = 6.0.0 BUTTE COUNTY f BOT CHORD B -L=-467/1035 BUILDING DIVISION Plate Offsets (X,Y)— (B:0-0-4,Edge) 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS d�y `.eA---��1,' r ®� APPROVED (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 Vi� 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct= 1 LOADING (psf) 0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 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 psi bottom chord live load nonconcurrent with any other live loads. TOLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.02 L -O >999 240 MT20 220/19.5 TCDL 10.0 Lumber DOL 1.15 BC 0.17 Vert(TL) -0.09 L -O >790 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 J n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 37 Ib FT`= 20% LUMBER - TOP CHORD 2x4 DF No.18Btr G BOT CHORD 2x4 DF No.18Btr G BRACING - TOP CHORD BOTCHORD REACTIONS. All bearings 0-1-8 except (jt=length) B=0=5-8, L=Mechanical, C=0-3-0, J=Mechanical. (Ib) - Max Horz B=352(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) D, E, G. H, I, J except C=-112(LC 10) Max Grav All reactions 250 Ib or less at joints) L, C, D, E, G. H, I, J except B=351(LC 1) Structural wood sheathing directly applied or 6-0-0 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-750/119 BUTTE COUNTY f BOT CHORD B -L=-467/1035 BUILDING DIVISION NOTES - 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS d�y `.eA---��1,' r ®� APPROVED (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 Vi� 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct= 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 18.0 psf or 2.00 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 psi bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-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. ESS/Q,,�� 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by trusto'bearing D, E, G, H, �O9?0 tos others) of plate at joint(s) I. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) D, E. G, H, I, J �Q �°N Q CC'P (�1 Gj except Qt=1b) C=112. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C, D, E. G. H, I. (7642 8 z m 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Z M EXP. 12/31/2016 ^7 * C 10- �P T�rFOF CAL September 15,2015 ® WARNING - Vanity design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MII-7473 rev. 02/162015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon porometers 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 responsibillity of the MiTek* erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding IYI iTek" fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Duality Criteria, DS6-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria. VA 22314. Suite 109 Job Truss Truss Type Qty. Ply . Smith Plate Offsets (X,Y)- (B:0-0-4,Edgel LOADING (psf) 845414294 1509-054 J10 JACK -OPEN TRUSS 3 1 PLATES GRIP - (Roof Snow=20.0) plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.02 M -P >999 240 MT20 220/195 .lnh Referanca !notional) I E r.Dvu S um zo zuiD Mi i eK mausmes, mc. i ue se 1D iz:iu:ui zu1D ragge 1 ID:O?byTlmzBaPJSWacOaRYQeyzkUA-pAe2z82xXpHePmDlncFJ N7S10jg3zrdPWmbGydMZq 6.0-0 1411-1 1-1-0-00 6-0-0 13-u-111 - Ann F1 2 Scale = 1:57.6 M 3x4 = 6-0-0 6-0-0 Plate Offsets (X,Y)- (B:0-0-4,Edgel LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP - (Roof Snow=20.0) plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.02 M -P >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.17 Vert(TL) -0.09 M -P >790 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 . K n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 40 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. All bearings 0-1-8 except (jt=length) B=0-5-8, M=Mechanical, C=0-3-0, K=Mechanical. (lb) - Max Horz B=389(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) D, E, F, H, I, J, K except C=-112(LC 10) . Max Grav All reactions 250 Ib or less at joint(s) M, C, D, E, F, H. I, J, K except B=351(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-750/111, c -D=-273/21 BOT CHORD B -M=-485/1035' BUTTE COUNTY NOTES- BUIL DING DIVISIO 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33®` 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 4P -. W 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 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 1-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) Refer to girder(s) for truss to truss connections. �oQ1�QF N fo 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) D, E, F, H, I, J. 10) Provide mechanical connection (by others) of truss to bearing 100 Ib D, E, �� �01 Q Cc,P plate capable of withstanding uplift at joint(s) F, H, I, J, K C except (jt=lb) C=112. 11) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) C, D, E, F, H, I, J. w 76428 z m 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LU p T1 " . 12/31/2016 ^7 EXP. * IV T�rFOF CAI. September 15,2015 ® WARNING - Verily design Parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 111II.7473 rev. 0211812015 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. 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 erector. Additional bracing of the overall structure is the the building designer. For its+ WOW permanent responsbilty, of general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIM11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 f Job Truss Truss Type Oty PlyTS.thR45414295 TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. J11 Jack -Open Truss 1 (Roof Srow=20.0) Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.02 M -P >999 eference (optional) I.OJV 5 JUI LO Nlb MI I eK Inausrnes, Inc. I ue be 10 iz:Iu:UL LUI0 1,g e 1 ID:O?byTlrnzBaPJSWacOaRYQeyzkUA-HMCQAT2ZI6PV1woUKJm 6kvICRMyZWD?r3FJ7iydMZp -0-0-0 6-0-0 21-11-11 6-0-0 1511-11. 6.00 L M 3x4 = 6-0-0 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud (Roof Srow=20.0) Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.02 M -P >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.17 Vert(TL) -0.09 M -P >790 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 L n/a n/a e„r„ - Code IBC2012rrP12007 (Matrix -M) Scale: 3/16"=1' PLATES GRIP MT20 220/195 Weight: 43 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer . Installation guide. REACTIONS. All bearings 0-1-8 except Qt=length) L=Mechanical, B=0-5-8, M=Mechanical, C=0-3-0. (Ib) - Max Harz B=425(LC 10) Max Uplift All uplift 100 Ib or less at joints) L, D, E, F, G, I, J, K except C=-112(LC 10) Max Grav All reactions 250 Ib or less at joints) L, M, C. D, E. F, G. 1, J, K except B=351(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-750/104, C -D=-313/21, D -E=-272/21 BOT CHORD B -M=-503/1035 NOTES. 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psi (flat roof snow); Category ll; Exp C; Partially Exp.; Ct= 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 18.0 psf or 2.00 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 1-" 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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate at joints) D, E, F, G, I, J, K. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) L, D, E, F. G, I, J, K except Qt=1b) C=112. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C, D, E, F, G, I, J, K. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Vedly design parameten; and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 ne, 02Hr.2015 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and k 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 •rleb 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 responsbilty of the building designer. For general guidance regarding fabrication, qualty control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component I Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. BUTTE COUNTY BUILDING DiviSIOr AFP®V E Q�OF ESS/pN OT N 10 'j � LU 76428 z m EXP. 12/31/2016 ^� CIVIL lFOF r.Ac September 15,2015 _VH MiTek' 7777 Greenback Lane Suite 109 Job Truss Truss Type Qty PlySmithR45414296 Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. 1509.054 _ J12 Jack -Open Truss 1 1 Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.02 N -Q >999 240 Job Reference (optional) r.00u s um za zuia mnex mausmes, mc. rue bep 1s 1z:1u:u:1 zulb ra e 1 ID:O?byTlmzBaPJSWacOaRYQeyzkUA-mZloOp3B3QXMf4NhulHneySTygiBIzT84j tf ydMZo 6-0-0 23.11-11 W6-0-0 17-11-11 f N 3x4 = 6-0-0 6-0-0 6.00 12 M I$ Scale = 1:68.9 LOADING.(psf) TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.02 N -Q >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.17 Vert(TL) -0.09 N -O >790 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 M n/a n/a 100 Code IBC2012frP12007 (Matrix-M)RCIDI Weight: 46 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 puffins. BOT CHORD 2x4 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-1-8 except Qt=length) M=Mechanical, B=0-5.8, N=Mechanical, C=0-3-0. (lb) - Max Horz B=462(LC 10) Max Uplift All uplift 100 Ib or less at joints) M, D, E, F, G, I, J, K. L except C=-112(LC 10) Max Grav All reactions 250 Ib or less at joint(s) M, N, C, D, E. F, G. I, J, K, L except B=351 (LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-750/96, C-0=355/21, D -E=-314/21, E -F=-272/21 BOT CHORD B -N=-521/1035 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct= 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 18.0 psf or 2.00 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 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) C, D, E, F, G, I, J, K, L. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) M, D, E, F, G, I, J. K. L except Qt=lb) C=112. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C, D. E, F. G. I, J, K, L. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. EU'UrTE COUNTY BUILDING DIVISION C'OV'E Q�OFESS/ON T N IO CO �2 Z 76428 z m 0 X * ary EXP. 12/31/2016 \FOF September 15,2015 ® WARNING. Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 07116,2015 BEFORE USE _ Design vorld for use only with MiTek connectors. This design is based only upon parameters shown, and B 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 p erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1 V q I ITek• fabrication, quality control, storage, delivery. erection and bracing, consult ANSIM11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 CA -95 Job Truss Truss Type Qty Ply Smith Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer, Bracing shown 3x4 = 845414297 1509-054" J14 Jack -Open Truss 1 1 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 LOADING (psf) SPACING- 2-0-0 Job Reference (optional) 5T5I CMJ PLUS LUMatK UU, ANUt:KSUN, UA . f.b3U S Jut 25 2015 MNek InaualneS, InC. Tue 50p 15 12:10:04 2015 Page 1 - ID:O?byTlmiBaPJSWacOaRYQeyzkUA-EIJAb94ggkfDGEytSko0B9_efE1 Al QjHJNkQBbydMZn 6-0-0 16.6.3 6.00 12 K L I$ Scale = 1:65.0 LUMBER- - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No. 1&Btr G BRACING- TOPCHORD BOTCHORD Structural wood sheathing directly applied or 6-0-0 oc puffins Rigid ceiling directly applied or 10-0-0 oc bracing. MiMiTek recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer tallation guide. REACTIONS. All bearings 0-1-8 except Qt=length) L=Mechanical, A=0-5-8, M=Mechanical, 8=0-3-0. (lb) - Max Harz A=419(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) L, C, D, E, F, H, I, J, K except B=-112(LC 10) Max Grav All reactions 250 Ib or less at joints) L, M, B, C. D, E, F, H, I, J, K except A=289(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-778/123, B -C=-325/21, C -D=-284/21 BOT CHORD A -M=-538/1094 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf--20.0 psi (flat root snow); Category Il; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 1-M wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) B, C, D, E, F, H, I, J, K. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) L, C, D. E, F. H, I, J, K except Qt=1b) B=112. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) B, C, D, E. F, H, 1, J, K. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10 BUTTE COUNTY BUILDING DIVISION A0 1 Prju OQFtOFESS/ONS TNlO COhF`�2c �2 y LU 76428 rn * EXP. 12/311201 6 -rr7 rs� c)V)� �OFCA". September 15,2015 ® WARNING - Verifydesrgn parameters and READ NOTES ON THIS AND INCLUDED MI TEK REFERANCE PAGE Mil -7473 rev. 02nB2015 BEFORE USE M Design varid for use only with MRek 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 3x4 = is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional bracing of the is the the building designer. For MiTek" 6-0-0 6-0-0 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 20.0 (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.03 M -P >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.18 Vert(TL) -0.09 M -P >766 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 L n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 42 Ib FT = 20% LUMBER- - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No. 1&Btr G BRACING- TOPCHORD BOTCHORD Structural wood sheathing directly applied or 6-0-0 oc puffins Rigid ceiling directly applied or 10-0-0 oc bracing. MiMiTek recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer tallation guide. REACTIONS. All bearings 0-1-8 except Qt=length) L=Mechanical, A=0-5-8, M=Mechanical, 8=0-3-0. (lb) - Max Harz A=419(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) L, C, D, E, F, H, I, J, K except B=-112(LC 10) Max Grav All reactions 250 Ib or less at joints) L, M, B, C. D, E, F, H, I, J, K except A=289(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-778/123, B -C=-325/21, C -D=-284/21 BOT CHORD A -M=-538/1094 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf--20.0 psi (flat root snow); Category Il; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 1-M wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) B, C, D, E, F, H, I, J, K. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) L, C, D. E, F. H, I, J, K except Qt=1b) B=112. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) B, C, D, E. F, H, 1, J, K. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10 BUTTE COUNTY BUILDING DIVISION A0 1 Prju OQFtOFESS/ONS TNlO COhF`�2c �2 y LU 76428 rn * EXP. 12/311201 6 -rr7 rs� c)V)� �OFCA". September 15,2015 ® WARNING - Verifydesrgn parameters and READ NOTES ON THIS AND INCLUDED MI TEK REFERANCE PAGE Mil -7473 rev. 02nB2015 BEFORE USE Design varid for use only with MRek 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 responsibillity of the erector. Additional bracing of the is the the building designer. For MiTek" permanent overall structure responsibility of general guidance regarding fabrication. quafty control, storage. delivery, erection and broking, consult ANSI/1PI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Pit— Heights -.CA.95Ain Job Triss Truss Type Qty Ply Smith ' 3x4 = 845414298 1509-054 J15 Jack -Open Truss 1 1 LOADING (psf) SPACING- 2-0-0 Job Reference (optional) ,,, ., • - I � �•'­_ — 1.1--l" — I.oau s ua, zo zulo mn ex mausates, ine. I ue bep 1b T1:1u:ub 2ulb Nage 1 ID:O?byTlmzBaPJSWacOaRYQeyzkUA-ixtZpV5Sb1n4uOX30RKFjNXpPeNPmtzRY1U k1ydMZm P 6-0-0 14-6.3 6.00 1-12 jg Scale = 1:59.0 LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1 &Btr G BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 0-1-8 except (jt=length) K=Mechanical, A=0-5-8, L=Mechanical, B=0-3-0. (lb) - Max Horz A=382(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) K, C, D, E, G, H. I, J except 13=112(LC 10) Max Grav All reactions 250 Ib or less at joint(s) K, L. B, C, D, E, G. H, I, J except A=289(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-778/131, B -C=-283/21 BOT CHORD A -L=-520/1094 Structural wood sheathing directly applied or 6-0-0 oc puffins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-" wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) C, D, E, G. H, I, J. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) K, C. D, E, G, H, I, J except Qt=1b) B=112. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) B, C, D, E, G. H, 1; J. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. BUTTE COUNTY BUILDlINC DIVISION �PVE Q�pFESS/ON OINIO 70428 z m 0 M EXP. 12/31/2016 ^� r lo - CAL September 15,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE M11.7473 rev. 0208/1015 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." Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown YC7 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibtllity of the MiTek* erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding IV I iTek• fabrication, quality control, storage, delivery, erection and bracing, consult ANSIMI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 L 3x4 = 6-0-0 6.0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TOLL 20.0 (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.03 L -O >999 240 MT20 220/195 BCDL 10.0 Lumber DOL 1.15 BC 0.18 Vert(TL) -0.09 L -O >766 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 K n/a n/a BCDL 10.0 Code IBC2012ITP12007 (Matrix -M) Weight: 39 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1 &Btr G BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 0-1-8 except (jt=length) K=Mechanical, A=0-5-8, L=Mechanical, B=0-3-0. (lb) - Max Horz A=382(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) K, C, D, E, G, H. I, J except 13=112(LC 10) Max Grav All reactions 250 Ib or less at joint(s) K, L. B, C, D, E, G. H, I, J except A=289(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-778/131, B -C=-283/21 BOT CHORD A -L=-520/1094 Structural wood sheathing directly applied or 6-0-0 oc puffins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-" wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) C, D, E, G. H, I, J. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) K, C. D, E, G, H, I, J except Qt=1b) B=112. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) B, C, D, E, G. H, 1; J. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. BUTTE COUNTY BUILDlINC DIVISION �PVE Q�pFESS/ON OINIO 70428 z m 0 M EXP. 12/31/2016 ^� r lo - CAL September 15,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE M11.7473 rev. 0208/1015 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." Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown YC7 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibtllity of the MiTek* erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding IV I iTek• fabrication, quality control, storage, delivery, erection and bracing, consult ANSIMI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty PlySmlth ' 3x4 = R45414299 1509-054 J18 Jack -Open Truss � 1 1 ' TOLL 20.0 SPACING- 2-0-0 Job Reference (optional) •� �.,,.o=� ��. �.������+ . �� .o°u s dw co — mi i ea mausmes, mc. i us be io iz:iu:uo zuio ra e 1 ID:07byTlmzBaPJSWacOaRYQeyzkUA-A7RxOr64MLvxWY6GZ9rU a4 82jeVKDamhD GUydMZI 18-8.3 6-0-0 12-6-3 P $I Scale = 1:53.7 P LUMBER - TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.t&Btr G BRACING- TOPCHORD BOTCHORD REACTIONS. All bearings 0-1.8 except Qt=length) J=Mechanical, A=0-5.8, K=Mechanical, B=0-3-0. (lb) - Max Horz A=344(LC 10) Max Uplift All uplift 100 Ib or less at joints) J, C. D, F, G, H, I except B=-112(LC 10) Max Grav All reactions 250 Ib or less at joint(s) J, K, B, C, D, F. G, H, I except A=289(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-778/139 BOT CHORD A -K=-501/1094 Structural wood sheathing directly applied or 6-0-0 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed;.MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) C, D, F, G, H. I. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) J, C. D, F. G. H. I except (jt=lb) B=112. 10) Beveled plate or shim required to provide full bearing surface,with truss chord at joint(s) B, C, D, F, G, H, I. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. - I BUTTE COUNTY RUILDING DIVISIOI\I VP O V D. Q?,OFESS/0/V 11Z) ()T N 1 CO 0 y� �F�c �'L Z 76428 z m CC a X * EXP. 12/31/2016 s cjvi�. T�OF CAL' September 15,2015 ® WARNING- Varlly design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE Ml1-7473 rev. 02/16/2015 BEFORE USE Design valid for use only with M7ek connectors. This design Is based only upon parameters shown, and B for on individual building component. C" Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown iC is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the p A erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding IV I iTek• fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII.QuaIBy Criteria, DSB-89 and BCSI BuBding Component 7777 Greenback Lane Solety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 K 3x4 = LOADING (psf) TOLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.03 K -N >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.18 Vert(TL) -0.09 K -N >766 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 J n/a n/a BCDL 10.0 Code IBC2012lrP12007 (Matrix -M) Weight: 36 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.t&Btr G BRACING- TOPCHORD BOTCHORD REACTIONS. All bearings 0-1.8 except Qt=length) J=Mechanical, A=0-5.8, K=Mechanical, B=0-3-0. (lb) - Max Horz A=344(LC 10) Max Uplift All uplift 100 Ib or less at joints) J, C. D, F, G, H, I except B=-112(LC 10) Max Grav All reactions 250 Ib or less at joint(s) J, K, B, C, D, F. G, H, I except A=289(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-778/139 BOT CHORD A -K=-501/1094 Structural wood sheathing directly applied or 6-0-0 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed;.MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) C, D, F, G, H. I. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) J, C. D, F. G. H. I except (jt=lb) B=112. 10) Beveled plate or shim required to provide full bearing surface,with truss chord at joint(s) B, C, D, F, G, H, I. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. - I BUTTE COUNTY RUILDING DIVISIOI\I VP O V D. Q?,OFESS/0/V 11Z) ()T N 1 CO 0 y� �F�c �'L Z 76428 z m CC a X * EXP. 12/31/2016 s cjvi�. T�OF CAL' September 15,2015 ® WARNING- Varlly design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE Ml1-7473 rev. 02/16/2015 BEFORE USE Design valid for use only with M7ek connectors. This design Is based only upon parameters shown, and B for on individual building component. C" Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown iC is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the p A erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding IV I iTek• fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII.QuaIBy Criteria, DSB-89 and BCSI BuBding Component 7777 Greenback Lane Solety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply Smith • TC 0.22 Vert(LL) -0.02 F -I >999 240 MT20 220/195 TCDL 10.0 R45414300 1509.054 J17 Jack -Open Truss 3 1 WB 0.05 Horz(TL) 0.00 B n/a n/a 109 BCDL 10.0 Code IBC2012lrP12007 Matrix -M ( ) Job Reference (optional) r.b iu a Jul la 2U15 Mi I ek Inaustnes, Inc. TUB 5ep 15 12:10:05 2015 Page 1 I D:O?byTl mzBa PJ SW acOaRYQeyzkUA-A7 RxOr64 M Lvx W Y6GZ9 rUGa4?s2j8VKRa mh DXGUydMZI 7-0-0 6.0-0 0-6.0 1. Scale = 1:21.0 D 3x4 = E 2x4 11 LOADING (PSS) TOLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.22 Vert(LL) -0.02 F -I >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.15 Vert(TL) -0.08 F -I >908 180 be installed during truss erection, in accordance with Stabilizer BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 B n/a n/a 109 BCDL 10.0 Code IBC2012lrP12007 Matrix -M ( ) a Weight: 23 Ib FT = 20 /o LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G R• til is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the the building designer. For MiTek recommends that Stabilizers and required cross bracing MiTek be installed during truss erection, in accordance with Stabilizer ' Greenback Lane . 7777 7777Suite Installation guide REACTIONS. (Ib/size) 13-328/0-5-8, F=242/Mechanical Max Horz B=135(LC 10) Max Uplift B= -35([_C 10), F=-73(LC 10) Max Grav B=3311 (LC 17), F=273(LC 17) FORCES. (lb) - Max..Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -J=-645/123 BOT CHORD B -F=-295/883 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 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 18.0 psf or 2.00 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 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, F. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 0 BUTTE COUNTY BUILDING DIVISION PPROVED Q�OFESS/0� pT N10 76428 zm o � * EXP. 12/31/2016 * civil- OF IVIC �P lgTFOF CAl.�F Ccntcmhcr 1 F 7R1 r ® WARNING - Verify deslgn parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 02H&2015 BEFORE USE Design valid for use only with M1ek 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 R• til is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the the building designer. For MiTek responsibility of general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. ' Greenback Lane . 7777 7777Suite 109 .Heigh, CA A 4 ! Job Truss Truss Type Qty Ply Smith ' k 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 the building designer. - 845414301 1509-054 J19 Half Hip Truss 1 1 Plate Grip DOL 1.15 TC 0.68 Vert(LL) -0.03 E -F >999 240 MT20 220/195 TCDL 10.0 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA7.630 s Jul 28 2015 MTek Industries, Inc. Tue Sep 15 12:10:07 2015 Page 1 I D:O?byTlrnzBaPJSWacOaRYQeyzkUA-eK?JDB6i7fl o7hhS7sMjpoc3VS2BEiOk?Lz40 wydMZk -1b0 1&0 2-0-0 7. 1-0-0 t b-0 0-6-0 55$ 4x6 \\ E 2x4 = 4x4 = Scale = 1:16.6 Plate Offsets (X,Y)— B:Edge,0-0-41 Design varid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component.., LOADING (psf) Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown k 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 the building designer. TOLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (oc) I/deft Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.68 Vert(LL) -0.03 E -F >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.23 Vert(TL) -0.11 E -F >834 180 BCL2 0.0 ' Rep Stress Incr YES WB 0.32 Horz(TL) 0.01 . E n/a n/a RCni 100 Code IBC2012/TPI2007 (Matrix -M) Weight: 32 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, except BOT CHORD 2x4 OF No.1&Btr G end verticals. WEBS 2x4 OF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) E=280/0-5-8, B=365/0-5-8 _ Max Horz B=34(LC 9) Max Uplift E=-46(LC 7), B=-34(LC 7) Max Grav E=424(LC 25), B=410(LC 26) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-613/34, D -E=-295/72 BOT CHORD B -F=-51/527, E -F=-14/519 WEBS C -E=-525/8 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psi (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 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 20.0 psi or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 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 1-0-0 wide 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) E, B. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. BUTTE COUNTY BUILDING DIVISION APPR0V C�,,��OFESS/ON OZ N 10 tiF�F2c 76428 zX m o � EXP. 12/31/2016 m OF CAL September 152015 ® WARNING - Verrry design parameters and READ NOTES ON THIS AND INCLUDED MT EK REFERANCE PAGE MIP7473 rev. 02/16/2015 BEFORE USE. Design varid for use only with MTek 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 k 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 the building designer. M iTek' responsibility of For general guidance regarding fobrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB•89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. 7777 Greenback Lane Suite 109 610 Job Truss Truss Type City Ply Smith - TC 0.25 Vert(LL) -0.01 E -F >999 240 MT20 220/195 BCDL 10.0 R45414302 1509-054 ', J20 Halt Hip Truss 1 1 WB 0.12 Horz(TL) 0.00 E n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Job Reference (optional) bTb I tMb FLUb LUNlbtK (;U, ANUtKbUN, (:A 7.630 s Jul 20 2015 MTek Industries, Inc. TUB Sep 15 12:10:09 2015 Page 1 ID:O?byTlmzBaPJSWacOaRYOeyzkUA-ai73et8yfGH W N?rrFHOBuDiVhFmfig2l SfSBtoydMZi -1b0 3_641 4-0-0 7-5-8 1-0 0 3-" 0-0-0 3-5-8 r A 4x6 \\ E 2x4 = 3x4 = ., Scale = 1:16.8 LOADING (pef) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 20.0 (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.01 E -F >999 240 MT20 220/195 BCDL 10.0 Lumber DOL 1.15 BC 0.10 Vert(TL) -0.02 E -F >999 180 BCL2 0.0 ' Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 E n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 32 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud/Std G REACTIONS. (Ib/size) B=365/0-5-8, E=280/0-5-8 Max Horz B=74(LC 9) Max UpliftB=-55(LC 10), E=-41(LC 7) } Max Grav B=511(LC 26), E=376(LC 25) f FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. t TOP CHORD B -J=-432/52, C -J=-360/10 BOT CHORD B -F=-102/484, E -F=-43/326 WEBS C -E=-361/33 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 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 20.0 psi or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 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 1-M wide 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, E. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. a ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 0211612015 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. 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 responsiblllity of the 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/TPIT Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. BUTTE COUNTY BtJisIANG DIIVIIS101\I �OFESS/ON p C, ()I N l0 yF �F2c UJ v 76428 z m D_ EXP. 12/31/2016 ^7 OFC September 15,2015 JA MiTek' 7777 Greenback Lane Suite 109 A-, Job Truss Truss Type Qty Ply Smith permanent structure responsibility of general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. TCLL 20.0 SPACING- 2-0-0 845414303 1509-054 J21 Hatt Hip Truss t 1 Vert(LL) -0.02 F -I >999 240 M720 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.16 Vert(TL) -0.06 F-1 >999 180 Job Reference (optional) a ro crvw rwa urmocrc w; ruYucrca�rv, t,n rb3U s Jul Ze ZU15 MiTek Industries, Inc. Tue Sep 15 12:10:10 2015 Peggg 1 ID:O?byTlmzBaPJSWacOaRYQeyzkUA-2vgSsC9aQaPM 9P1o7v000EeVf5sR7rAhJBIPFydMZh 1-0-0 5.6.0 }fi 1N 75 1�0 5-6-0 0.6-0 t-5$ Scale = 1:22.6 A 4x6 \\ 2.0 II 3x5 = Zx4 II E 3x4 = 5-6-0 6-0-0 7-5-8 �!�! Plate Offsets (X,Y)— (B:0-2-8,0-1-21 C• HVtli LOADING (ps() MiTek" permanent structure responsibility of general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.38 Vert(LL) -0.02 F -I >999 240 M720 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.16 Vert(TL) -0.06 F-1 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 B n/a n/a Code IBC2012/TP12007 (Matrix -M) Weight: 34 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc pudins, except BOT CHORD 2x4 DF No.1&Btr G end verticals. WEBS 2x4 DF Stud/Std'G BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accoPdance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=383/0-5-8, E=262/0-5-8 Max Horz B=112(LC 9) Max UpliftB=-66(LC 10), E=-33(LC 7) Max Grav B=590(LC 26), E=301 (LC 26) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. _ TOP CHORD B -C=-913/147 BOT CHORD B -F=-273/1260 WEBS C -E=-347/30 NOTES BUTTE COUNTY - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS BUILDING BUILDING DI1 81ON (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate -grip DOL=1.33 V �7 ' V 2) TCLL: ASCE 7-10; Pf=20.0 psi (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 _,� 1.0P ®�^� "� 3) Unbalanced snow loads have been considered for this design. fF.•_• 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ??,OF ESS/ON 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 1-M wide will �Q� Q N IO fit between the bottom chord and any other members. 8) A rating reduction of 20% has been applied for the lumber members. L Q- 7 �` plate green 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, E. "Semi-rigid 10) pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 76428 z m w cc ir EXP. 12/31/2016 m September 15,2015 ® WARNING - Vedy design pan in stere and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1.7473 rev. 02/1612015 BEFORE USE �!�! Design valid for use only with MiTek connectors. This design is based only upon parameters shaven. and 6 for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown C• HVtli is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional bracing of the overall is the the building designer. For MiTek" permanent structure responsibility of general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 1109 Job Truss Truss Type Oty Ply Smith Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown TCLL 20.0 SPACING- 2-0-0 Rd5414304 1509-054 J22 Half Hip Truss 1 1 ' MT20 220/195 TCLL 10.0 Lumber DOL 1.15 BC 0.20 Vert(TL) '-0.07 H -K >999 180 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 a Jul 28 2015 MITak Industries, Inc. Tue Sep 15 12:10:112015 Page 1 I D:0?byTlmzBaPJSWacOaRYOeyzkUA-X5Eg3Y9DBtXDcJ_DMiQfzenpF3PbAWaJwzxlxhydMZg 7 -se s-2-2 1-5-8 1-8-10 Scala = 1:27.5 5x8 = 2x4 11 3x4 = 3x5 = 2.4 11 48 = F2x4 II 5.8-0 0.6-0' 1-5.8 Plate Offsets (X,Y)—. fB:0-5-8,0-0$] fC:0-4-00-1-91 Design valid for use only with MiTek connectors. This design B based only upon parameters shown, and is for an individual building component." LOADING (psf) Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.38 Vert(LL) -0.03 H -K >999 240 MT20 220/195 TCLL 10.0 Lumber DOL 1.15 BC 0.20 Vert(TL) '-0.07 H -K >999 180 BOLL 0.0 ' Rep Stress Incr YES WB 0.38 Horz(TL) 0.01 F n/a n/a BQDL 10-0 Code IBC2012/TP12007Matrix-M ( ) a Weight: 60 Ib FT = 20 /o LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No. I&Btr G end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) F=496/Mechanical, B=592/0-5-8 Max Horz B=112(LC 9) Max UpliftF=-77(LC 7), B=-74(LC 10) Max Grav F=6911 (LC 25), B=783(LC 26) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -L=-1076/155, C -L=-741/36, C -M=685/71, D -M=-685/71, D -E=-685/71, E -F=-657/94 BOT CHORD B -H=-281/1404, G -H=-92/664 BUTTE COUNTY WEBS D -G=-454/112, E -G=-97/852 BUILDING DIVISION NOTES- ip�y 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS APPROVED (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psi (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 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 20.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. .6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Icads. OF ESS16V 7) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-" wide will fit Flo N IO between the bottom chord and any other members. �QI y �� 8) A plate rating reduction of 20% has been applied for the green lumber members. �Cr 9) Refer to girder(s) for truss to truss connections. CID Gj 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) F, B. w 76428 z m 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. tY Q Z TJ ^T EXP. 12/31/2016OF * T \P CAU September 15,2015 ® WARNING - V-ffy design Parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MII-7473 rev. 021612015 BEFORE USE Design valid for use only with MiTek connectors. This design B 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 responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility the building designer. For MiTek' of general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria. VA 22314. 7777 Greenback lane Suite 109 Citrus H.Ighm CA 95610 v MiTek� . MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: 1509-054 Fax 916/676-1909 Smith The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Systems Plus Lumber. Pages or sheets covered by this seal: R45414233. thru R45414304 My license renewal date for the state of California is December 31, 2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. OQ?,OFESS/oN� OTNIO COyF�Ftic �2 Z L 76428 M * EXP. 12/31/2016 ti ."P Jcivi�- BUTTE COUNTY BUILDING DIW 101\i. September 15,2015 Hernandez, Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. w SYSTEMS PLUS LUMBER CO. / 1800 S. BARNEY ROAD / ANDERSON, CA 96007 (530)378-6800 / FAX (530)365-5903 . .. TRUSS DATA SHEET. APPROVALS: -OBTAIN ALL NECESSARY CODE COMPLIANCE, BUILDING DEPARTMENT APPROVALS, AND RECOMMENDATIONS AND INSTRUCTIONS FROM THE DESIGNER OF THE COMPLETE STRUCTURE BEFORE USING TRUSS DESIGN. -CONNECTION OF THE ROOF SYSTEM TO THE BUILDING FOR VERTICAL & LATERAL LOADS IS THE RESPONSIBILITY OF THE BUILDING DESIGNER OR ENGINEER. -SYSTEMS PLUS IS APPROVING ONLY THE STRUCTURAL DESIGN OF EACH TRUSS BASED ON INFORMATION RECEIVED FROM THE CUSTOMER AND SHOWN ON THE ENGINEERED TRUSS DRAWING. SIGNED AND SEALED DRAWINGS BASED ON THE PROVIDED DATA ARE FURNISHED BY SYSTEMS PLUS LUMBER CO. THIS ENGINEERING IS VALID ONLY FOR TRUSSES MANUFACTURED BY SYSTEMS PLUS LUMBER CO. HANDLING & ERECTION: -CARELESS HANDLING OF TRUSSES SHALL NOT BE PERMITTED. -INSTALL TRUSSES VERTICALLY AT DESIGN BEARING POINTS, CORRECT SIDE UP, AT CORRECT SPACING AND PROPERLY BRACED. -NO LOADS SHOULD BE APPLIED TO THE TRUSSES UNTIL AFTER ALL BRACING AND CONNECTIONS ARE COMPLETED. -DO NOT PERMIT LOADS GREATER THAN DESIGN LOADS TO BE PLACED ON THE TRUSSES. -READ & APPLY THE RECOMMENDATIONS FOR HANDLING, INSTALLING AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-B1 SUMMARY SHEET). METAL CONNECTOR PLATES: -CONNECTOR PLATES ARE MANUFACTURED IN ACCORDANCE WITH TRUSS PLATE INSTITUTE SPECIFICATIONS. -PLATES MUST BE INSTALLED ON BOTH FACES OF THE LUMBER WITH TEETH FULLY EMBEDDED. -REQUIRED PLATE SIZES, GAUGE AND DESIGN VALUES ARE SHOWN ON THE TRUSS DRAWING. -POSITION PLATES SYMMETRICALLY AT JOINTS, UNLESS OTHER DIMENSIONS ARE SPECIFIED. LUMBER: -THE LUMBER USED FOR TRUSS FABRICATION MUST COMPLY WITH THE SPECIFICATIONS OF AN APPROVED INSPECTION BUREAU AND MUST BE OF THE SIZE AND SPECIES SHOWN ON THE TRUSS DRAWINGS AND BE EQUAL TO OR BETTER THAN THE GRADE SPECIFIED. BRACING: -REVIEW THE TRUSS ENGINEERING DRAWINGS FOR ANY LATERAL BRACING REQUIRED. FOR INDIVIDUAL WEB MEMBERS. LATERAL BRACING OF INDIVIDUAL WEB MEMBERS SHALL BE PLACED PER STANDARD DETAIL #3 (MII/SAC51 & MII/SAC-23). -RESTRAINT OF LATERAL BRACING AND 'ADDITIONAL BRACING FOR THE COMPLETE STRUCTURE IS TO BE PROVIDED BY THE BUILDING DESIGNER OR ENGINEER. BUTTE COUNTY -READ AND APPLY THE RECOMMENDATIONS FOR TEMPORARY AND PERMANENT BRACING OFRO DING DIVISION - TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-BI SUMMARY SHEET). PPRM ED -BOTTOM CHORD BRACING SHALL BE INSTALLED PER THE TRUSS ENGINEERING DRAWING BUT IS NEVER TO EXCEED 10'-0" O.C. WITHOUT A SPECIFIC ENGINEERED DESIGN. NO CUTTING, DRILLING, NOTCHING, OR TRIMMING OF ANY TRUSS MEMBER IS PERMITTED. DETAIL FOR COMMON AND'END JACKS MII/SAC - 8 -40PSF 3/30/2004 PAGE I. MAX LOADING (psi) bi-AGING 2-0.0 BRACING Mitek Industries, Ina �� 12 TCLL 40.0 Plates Increase 1.15 0 TCDL 14.0 Lumber Increase 1.15 TOP CHORD. Sheathed., Western Division BOLL 0.0 Rep Stress Incr YES BOT CHORD Rigid calling directly applied. BCDL 10.0 MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 SPF 145OF 1.3E LENGTH OF EXTENSION BOT CHORD 2 X 4 SPF 145OF 1.3E AS DESIGN REQ'D 20'-0" MAX SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22" LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE W! .131 (O.C.°X3 0" MIN) NAILS ®- 3" 0 C 2 ROWS 2-0 0 80.0 \\ 3X4- OR A BEARING BLOCK. CONN. W12 16d COMMON WIRE(0.1SZVIA X 3.5) LGT TOE NAILS OR SEE DETAIL MIUSAC-7 FOR PRESSUREBLOCIONG INFO. 200 I' NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. Q NO. C76428� EXP. 12-31.16 Jq CNIV . Q' SOF CALF e SEP 0 201 A —mm • verify design parame— and RSAD NOT59 ON TRIS AND INCLUDED A07ZK BETEREATS PAOS IM -7473 DE"RE USS. 7777 Greenback Lane v®® Design void for use only with Mfrek connectors. TNs design is based only upon parameters shown. and is for an Individual building component. Scinto 109 M Applicability of design poromenters and proper Incorporation of component Is responsibility o1:bu&4ng designer- not truss designer. BwGng shown CIWe Helphls, CA, 9561 Is -for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction k the responslbA8ly of the . �- ereclor. Additional permanent bracing of the overall structure Is the responsItAly of the building designer. For general guidance regarding ® ,I. lalodcallon, quail y COnIT06 storage, delivery, erection and bracing. consull ANSIfrPil Quality Criteria, OSB -89 and BCSII Building Component pp°�° Bim® Salary Intormallon avoilable IromTruu Pble institute. SB3 D'Onolrb Drive, Madison. WI53719. M 8 Y�t a MARCH 12, 2009 WEB BRACING RECOMMENDATIONS ST-WEBBRACE' P, t`, -A I MiTek USA, Inc. MiTek USA, Inc. Page 1 of 1 V size shall be measured in between the centers of pairs of diagonals. GENERALNOTES MAXIMUM TRUSS WEB FORCE (Ibs.)(See note 7) BRACE 1. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE IMO THE ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED 24"O.C. PROFESSIONAL. 48"O.C. 72" O.C. BAY SIZE A -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE A B (0.131"45-) FOR 1x.4 BRACES, 2-10d (0.131'x3') FOR 2x3 and 2X4 BRACES, AND 3.104 (0.131•x3') FOR 2x8 BRACES. C D � C D —A..-, L. 6 I C � D 1 0' 0" 1 610 18 86 2-Iod (0.131.10-) NAILS FOR 2)3 and 2x4 LATERAL BRACES, AND 3-10d (0.131')3') FOR 2x6 LATERAL BRACES. 1 886 2829 :— . - - 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE 12'-0" 1342 1572 FOR CONTINUITY. ' 1572 2358 3143 3143 4715 4715 7074 14'-0" i t 0 5 1 47 3 1347 2021 w • ::. , . •..... ... ..... . . WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. —.sbcindustry.com and—Apinst.org D 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SYP) 16'-0" 1006 1179 I 1179 1768 2358 2358 3536 y 18'-0" ' 894 1048 1048 15723143- 4775 j 20'-0" 805 943 943 1414 1886 1886 2829 "" 1•''"'" `` V size shall be measured in between the centers of pairs of diagonals. FOR STABILIZERS: FOR A SPACING OF 24' O.G. ONLY, MITEK'STASIUZER' 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 MAY BE REPLACED WITH WOOD BLOCKING. SEE *STABILIZER' rat icc wwecwr. iucrel r Armor of 1— A— oonn, — cocr—rennxi 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) BUTTE COUNTY BUILDING DIVISION APPROVED EtOFFSS/p /V. F.p q , U.1 c� m � C r * P.:12,31-15 Sp CIV1� 9TF0FCAI-\F GENERALNOTES TYPE BRACING MATERIALS 1. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE IMO THE ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL. 1 X 4 IND. 45 SYP 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 IT INTERSECTS WEB MEMBERS 1 X 4 02 SIRE; (DF, HF, SPF) AT APPROX. 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-8d (0.131"45-) FOR 1x.4 BRACES, 2-10d (0.131'x3') FOR 2x3 and 2X4 BRACES, AND 3.104 (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. 2-Iod (0.131.10-) NAILS FOR 2)3 and 2x4 LATERAL BRACES, AND 3-10d (0.131')3') FOR 2x6 LATERAL BRACES. B 2 X 3 #3, STD, CONST (SPF, DF, HF, OR SYP) 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. ' 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING, CONSULT C 2 X 4 #3, STD, CONST (SPF, DF, HF, OR SYP) DSB-89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND SCSI 1 GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING 8 BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. —.sbcindustry.com and—Apinst.org D 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SYP) 1. REFER TO SPECIFICTRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. 8. TABULATED VALUES ARE BASED ON A DOL.. 1.15 FOR STABILIZERS: FOR A SPACING OF 24' O.G. ONLY, MITEK'STASIUZER' 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 MAY BE REPLACED WITH WOOD BLOCKING. SEE *STABILIZER' rat icc wwecwr. iucrel r Armor of 1— A— oonn, — cocr—rennxi 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) BUTTE COUNTY BUILDING DIVISION APPROVED EtOFFSS/p /V. F.p q , U.1 c� m � C r * P.:12,31-15 Sp CIV1� 9TF0FCAI-\F Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3j" Center plate on joint unless x, y 4 offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss"± and fully embed teeth. 1 �� 0" /16 � For 4 x 2 orientation, locate plates 0-'he from Outside 1 2 3 TOP CHORDS cr-2 c2-3 WEBS C" 4 O y p 1 = a /� 3 �� ; b O aU. �' U 00 1: Additional stability bracing for truss system, e.g. :.. diagonal or X-bracing, is always required. See BCSI. �- t � 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves O Q may require bracing, or alternative Tor I bracing should be considered. 0 0 3. Never exceed the design loading shown and never Ll.l Z stack materials on inadequately braced trusses. I~ Q i 4. Provide copies of this truss design to the building n J designer, erection supervisor, property owner and m ::) all other interested parties. m C2a C6-7 c5-6 O 0 BOTTOM CHORDS 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 required direction of slots in Connector plates. ' Plate location details available In MITek 20/20 Software Or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1.' 7. Design assumes trusses will be suitobl g y protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% of time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS ICC-ES Reports: 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 4 4 width measured perpendicular ESR-131 1, ESR-1352, ESR 1988 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to x 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 in all respects, equal to or better than that specified. by text in the bracing section of the Output. Use T or I bracing 13. Top chords must be sheathed or purlins provided at spacing indicated on design. if indicated. 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for Crushing only. _ © 2012 MiTekO All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with _ _ Industry Standards: y, • project engineer before use. ANSI/TPI1: National Design Specification for Metal- Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, g - ®• MiTek 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. Mitek Engineering Reference Sheet: M11-7473 rev. 02/16/2015 lu Ju o o , o a oho s _ at Z h of " Iwo rz 3 00 O z$8 H Q s S TIP, a a zlit �;}" mO O N o0 a W V in �o���Jo ° mss p o LL Z avinno RN o�a� maa���aamffim��oa��o�o�of as sa;aEoossd epoj swnyg 510z 6 - AON 'IVAO'K n, UMU KV'1d V oLu WV 8£:65:6 STOZ/LZ/E oI wzOl vY E- Lu L ZJ J F O o � K - i ' I. { o �. w wlI r —1 m ; 0 4 RECEIVED Ozz 'e'n`d o � ° Q OCT 01 2015 N ZW 0`9 I Shums Coda Associates Q oz3 cv N Z Z z zZ WoWO I I - BUTTE O 2 P W -' I COUNTY pa a Z .. I SEP 2 1 2015 W _ Z W j_LL a o 0 LL. DEVELOPMENT SERVICES f ft Butte County Department of De' velopment Services PERMfT CENTER 7 Cotutty Center Drive; Oroville, CA 95965 . Main Phone (530)538-7601 Permit Center Phone' (530)538-6861 Fax (530)538-7785 ..� rj FOTO . •r DBP -OG* PL t AN CRANGE, REGIi OR , RETURN'.'. Owner's,Name• ®r S ti .J,11 c n Contad' Person -Name: Cor, eact ep' lail: IS" Cw, tact Phone Nu rnber: � ' %'2.0 G b' 7 t — date Submitted: i `'emit 1°�'an'lier:�� �a �� Assessor's Parcel Number: C - (-1 ❑ COMPLETE SL� T OF PLANS _PARTIAL SETO;R PAGES OF -PLANS - - (LISW PAGES BELOW) 'lease check any 'th��t appy: [3 2esponse to Plan Check Lette `? BUTTE �' COUNTY ❑ Response to Building Upecti m-.- Correction Notice? NOV' 3 0'2015 ❑ Is there additic)nal squane footage? Is unfinished area being,�in-filled or;compi6ted.` DEVELOPMENT ❑ Other: I;IST! .F ITEMS SUBMIT.FED l . __�it�-i,-� c��� � I �.. �� � �� o �'" c ,/�1 ck.i-�, S ►� • � I-1 � I I ,^ ✓� 2. 3. ~4. Minimum I hour Plan change,fee to be collected at time of submission. Plans Examiner will determine if addirional'p&n checldng fe�,are required: •Miniinum S1 27M paid" , r � I .-Additional Fee Amount Due: + 8Fs,uiidu Finn.. C fcnuci 20 12 -11m dou-m ;mci <;¢ ii.il` : wd Dou, with u;xk+;;d Eas Page I of I f