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B16-1107 000-000-000
I BUILDING'ENERGY ANALYSIS REPORT PROJECT: Kevin Avila, #2963 REVIEWED Lot 21, Bay Tree Dr. FOR.CODE COMPLIANCE Paradise, CA 95969 AUG 0 Z 2016 Project Designer: ' INTERWEST CONSULTING GROUP Lynn Smith 199 Sycamore Valley Road Chico, CA 95973 (530) 891-0585 Report Prepared by: Max Ramirez Golden Sun Designs 22189 Samson Ave Corning, CA 96021 (530) 321-7242 PERMIT # 10• 1 0-1 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR QCOODEtCONIPLIANOIC DATE- C/ • J• 1 D Y � i b� Job Number: BUTTE KAY 2.' 2016 030816 -Avila #2963 COUNT' MAY 2 4 2016 iWFERVVESTY CONS .UL:TI, IG QRjOUP Date: DEVELOPMENT SERVICES 3/8/2016 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2013 Building Energy Efficiency Standards. This program developed by EnergySoft; LLC —www.energysoft.com. Ene,rgyPro 6.7 by Ener Soft User Number. 5733 ID: 030816 -Avila #2963 `' � � •�! L� CDS TABLE OF CONTENTS Cover Page 1 Table of Contents 2 Form CF -1 R -PRF -01 -E Certificate of Compliance - 3 Form RMS -1 Residential Measures Summary11 .Form. MF -1 R Mandatory Measures Summary 12 BUTTE COUNTY BUILDING DIVISION APPROVE® EnergyPro 6.7 by EnergySoft Job Number: ID: 030816 -Avila #2983 User Number. 5733 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 07:58, Tue, Mar 08, 2016 Calculation Description: Title 24 Analysis Input File Name: 030816 -Avila #2963 (LS).xml CF1R-PRF-01 Page 1 of 8 GENERAL INFORMATION 01 Building Complies with Computer Performance, 01 Project Name Residential Building � 'A L Y i p'4 tM'V. kr' M=4 PMWL +:wr R � ♦ +"�... "-"�.. !�`. . 02 Calculation Description Title 24 Analysis 08 Energy Use (kTDV/ft2-yr) 03 Project Location Lot 21, Bay Tree Dr. Compliance Margin Percent Improvement 04 City Paradise 05 Standards Version Compliance 2015 06 Zip Code 95969 07 Compliance Manager Version BEMCmpMgr 2013.4 (744) 08 Climate Zone CZ11 09 Software Version EnergyPro 6.6 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 0 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ft2) 2963 15 Number of Zones 1 16 Slab Area (ft2) 2963 17 Number of Stories 1 18 Addition Cond. Floor Area N/A 19 Natural Gas Available No 20 Addition Slab Area (ft2) N/A 21 Glazing Percentage (%) 16.9% COMPLIANCE RESULTS 01 Building Complies with Computer Performance, 02 This building incorporates features that require field testing and/orlverific'ation:by a certified, HERS rater under the supervision of a CEC-approved HERS provider. � 'A L Y i p'4 tM'V. kr' M=4 PMWL +:wr R � ♦ +"�... "-"�.. !�`. . 06 z.. V 4 3 V. BUTTE COUNTY BUILDING DIVISION Registration Number: 216-N0090832A-000000000-0000 Registration Date/Time: 201 0 8 � � HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2016-03-08 08:01:15 ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDV/ft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 58.71 51.13 7.58 12.9% Space Cooling 38.35 44.57 -6.22 -16.2% IAQ Ventilation 1.05 1.05 0.00 0.0% Water Heating 25.60 24.65 0.95 3.7% Photovoltaic Offset — 0.00 0.00 — Compliance Energy Total 123.71 121.40 2.31 1.9% BUTTE COUNTY BUILDING DIVISION Registration Number: 216-N0090832A-000000000-0000 Registration Date/Time: 201 0 8 � � HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2016-03-08 08:01:15 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Description: Title 24 Analysis Calculation Date/Time: 07:58, Tue, Mar 08, 2016 Input File Name: 030816 -Avila #2963 (LS).xml REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. NO SPECIAL FEATURES REQUIRED I HERS FEATURE SUMMARY CF1 R -PRF -01 Page 2 of 8 The following is a summary of the features that must be field -verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building components tables below. Building -level Verifications: • IAQ mechanical ventilation Cooling System Verifications: • Minimum Airflow • Verified EER • Fan Efficacy Watts/CFM HVAC Distribution System Verifications: • Duct Sealing Domestic Hot Water System Verifications: • —None — ENERGY DESIGN RATING This is the sum of the annual TDV energy consumption for -energy use, components included ihJhe'perfo mance compliance approach for the Standard Design Building (Energy Budget) and the annual TDV energy consumption for lighting and components not=regulate'd; by Tit1e2-4,.Parti6 (such atts domestic.appliance's'and consumer electroggnics) and accounting for the annual TDV energy offset by an on-site renewable energy system. %ReferenciEnergy Use x, ",:. ' `Energy .Design Rating Margin Percent Improvement Total Energy (kTDVlf2-yr)* 172.37- -'` 170.06 2.31 1.3% " includes calculated Appliances and Miscellaneous Energy Use (AMEU) BUILDING - FEATURES INFORMATION 01 02 03 04 05 06 07 Project Name Conditioned Floor Area (ft2) Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems Residential Building 2963 1 4 1 0 1 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft) Avg. Ceiling Height Water Heating System 1 Water Heating System 2 Zone 1 Conditioned HVAC Systeml 2963 10 DHW Sys 1 Leah ifBUTTE COUNTY NRegistration Number: 216-N0090832A-000000000-0000 Registration Date/Time: 2016`03=a9'0o'58:1�4NG ®"�ISI r�ERS Provider: CaICERTS inc. CA Building Energy. Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744®P�' V E Report Generated at: 2016-03-08 08:01:15 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Description: Title 24 Analysis Calculation Date/Time: 07:58, Tue, Mar 08, 2016 Input File Name: 030816 -Avila #2963 (LS).xml CFI R -PRF -01 Page 3 of 8 OPAQUE SURFACES 01 02 01 02 �' 103xt 1 ' i 04�i,. ti OScr� ,fie , 06 07 OS Name 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft) Window & Door Area (ft2) Tilt (deg) Front Wall Zone 1 R-21 Wall 0 Front 522 118.5 90 Left Wall Zone 1 R-21 Wall 90 Left 702 126 90 Rear Wall Zone 1 R-21 Wall 180 Back 702 207 90 Right Wall Zone 1 R-21 Wall 270 Right 450 54 90 Dimising Wall Zone 1» Garage_ R-21 Wall1 0.23 Insect Screen (default) 472.5 21.3 Roof Zone 1 R-38 Roof Attic 2963 Front Wall 2 Garage_ R-0 Wall 0 Front 306 208 90 Rear Wall 2 Garage_ R-0 Wall 180 Back 126 90 Right Wall 2 Garage_ R-0 Wall 270 Right 252 90 Roof 2 /_Garage_ R-0 Roof Attic 960 ATTIC 01 02 01 02 �' 103xt 1 ' i 04�i,. ti OScr� ,fie , 06 07 OS Name Construction ° �, Type ## E ° Roof Rise { ' Roof;Reflecfance i 5,, Roof Emittance Radiant Barrier Cool Roof Attic _Garage_ Attic Garage Roof Cons p Ventilated.. 6,+R Oy:1,�,,. „. 0.85 No No Attic Zone 1 Attic RoofZone 1 Ventilated' ' "`� 6 " """" 0 1 "` " 0.85 No No WINDOWS 01 02 03 04 05 06 07 08 09 10 Name Type Surface (Orientation -Azimuth) Width (ft) Height (ft) Multipli er Area (W) U -factor SHGC Exterior Shading Window Window Front Wall (Front -0) — — 1 112.5 0.30 0.23 Insect Screen (default) Window 2 Window Left Wall (Left -90) — — 1 126.0 0.30 0.23 Insect Screen (default) Window 3 Window Rear Wall (Back -180) — — 1 207.0 0.30 0.23 Insect Screen (default) Window 4 Window Right Wall (Right -270) — — 1 54.0 0.30 0.23 Insect Screen (default) Registration Number: 216-N0090832A-000000000-0000 CA Building Energy Efficiency Standards - 2013 Residential Compliance BUTTE COUNTY EUILDING DIVISION Registration Date/Time: Aa 2016-0 oo:5a�V Report Version - CF1R-08252015-744 HERS Provider: CaICERTS inc. Report Generated at: 2016-03-08 08:01:15 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 07:58, Tue, Mar 08, 2016 Calculation Description: Title 24 Analysis Input File Name: 030816 -Avila #2963 (LS).xml CF1 R -PRF -01 Page 4 of 8 DOORS 01 02 03 01 02 03 04 Name Side of Building Area (ft) U -factor Door Front Wall 6.0 0.50 Door 2 Dimising Wall 21.3 0.50 Door 3 Front Wall 2 208.0 0.14 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 Zone 1 2963 264 None 0.8 No • Inside Finish: Gypsum Board _Garage_ 960 76 `None) m mv 0 No • Cavity/Frame: no insul. /2x4 • Exterior Finish: Wood R-0 Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. O.C. none 0.302 Siding/sheathing/decking Ceilings (below R -- _ Inside Finish: Gypsum Board R-0 Roof Attic attic) Wood Framed Ceiling 2x4 @ 24 in. O.C. none 0.481 Cavity/Frame: no insul. /2x4 2x4 Top Chord,of Roof Truss;@ 24 Cavity /Frame: no insul. /2x4 Top Chrd Roof Deck: Wood Siding/sheathing/decking Attic Garage Roof Cons Attic Roofs w, eWood Framed Ceiling), inO.Ci ? r,. none £ 10.644 sr 4r, at. Roofing: Light Roof (Asphalt Shingle) 2x4 ToChord of Roof,Truss@ 24 Cavity/ Frame: no insul. / 2x4 Top Chrd Roof Deck: Wood Siding/sheathing/decking Attic RoofZone 1 Attic Roofs Wood Framed Ceiling in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) • Inside Finish: Gypsum Board • Cavity / Frame: R-21 / 2x6 • Exterior Finish: Wood R-21 Wall Exterior Walls Wood Framed Wall 2x6 @ 16 in. O.C. R 21 0.066 Siding/sheathing/decking • Inside Finish: Gypsum Board Ceilings (below Cavity/Frame: R-9.1 /2x4 R-38 Roof Attic attic) Wood Framed Ceiling 2x4 @ 24 in. O.C. R 38 0.025 Over Floor Joists: R-28.9 insul. • Inside Finish: Gypsum Board • Cavity / Frame: R-21 / 2x6 R-21 Walll Interior Walls Wood Framed Wall 2x6 @ 16 in. O.C. R 21 0.064 Other Side Finish: Gypsum Board SLAB FLOORS 01 02 03 04 05 06 07 Name Zone Area (ftZ) Perimeter (ft) Edge Insul. R -value & Depth Carpeted Fraction Heated Slab Zone 1 2963 264 None 0.8 No Slab 2 _Garage_ 960 76 `None) m mv 0 No Pip - a 1V1 QERS�P?oVider: CaICERTS inc. Registration Number: 21rrN0090832A0000000000000 RegistrationDate�me: 20160309=00:581.4, 4, f Q,t<,I,Y CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFlR-08252015-744EReport Generated at: 2016-03-08 08:01:15 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 07:58, Tue, Mar 08, 2016 Calculation Description: Title 24 Analysis Input File Name: 030816 -Avila #2963 (LS).xml 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 — CFI R -PRF -01 Page 5 of 8 WATER HEATING SYSTEMS 01 02 03 04 05 06 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction (%) DHW Sys 1 - 1/1 DHW Standard DHW Heater 1 1 .0% WATER HEATERS 01 02 03 04 05 06 07 08 Pipe Insulation Parallel Piping Compact Distribution Point -of Use Recirculation Control Central DHW Distribution Tank Exterior — — " 4 — Tank Volume Energy Factor or Insulation Standby Loss Name Heater Element,Type .:Nnk Type (gal) Efficiency Input Rating R -value (Fraction) DHW Heater 1 ` `.Propane -* - Small Storage _. 50` 0.62 , 40000-Btu/hr 0 0 WATER HEATING- HERS VERIFICATION �, fF4 _`"'"i`, 1Ay•.'ws t�° )3 01 02 °03 °04 05 06 07 Name Pipe Insulation Parallel Piping Compact Distribution Point -of Use Recirculation Control Central DHW Distribution DHW Sys 1 - 1/1 — — — — — — SPACE CONDITIONING SYSTEMS 01 02 03 04 05 06 SC Sys Name System Type Heating Unit Name Cooling Unit Name Fan Name Distribution Name HVAC Systeml Other Heating and Cooling System Heating Component 1 Cooling Component 1 HVAC Fan 1 Air Distribution System 1 HVAC - HEATING UNIT TYPES 01 02 03 Name Type Efficiency Heating Component 1 CntrlFurnace - Fuel -fired central furnace 84 AFUE 13UTTE r Registration Number: 216-No090832A-000000000-0000 Registration Date/Time: (�2016-03-09d9�00:58:14 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 �1if NG ���®� Report Generated at: 2016 03 08 08:01:15 AP"'ROVED k- CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 07:58, Tue, Mar 08, 2016 Calculation Description: Title 24 Analysis Input File Name: 030816 -Avila #2963 (LS).xml CFI R -PRF -01 Page 6 of 8 HVAC - COOLING UNIT TYPES 01 02 03 04 05 06 07 Name System Type Efficiency EER SEER Zonally Controlled Multi -speed Compressor HERS Verification Cooling Component 1 SplitAirCond 12.2 14 Not Zonal Single Speed Cooling Component 1 -hers -cool HVAC COOLING - HERS VERIFICATION 01 02 03 04 05 06 Name Verified Airflow Airflow Target Verified EER Verified SEER Verified Refrigerant Charge Cooling Component 1 -hers -cool Required 350 Required Not Required Not Required HVAC - DISTRIBUTION SYSTEMS 01 02 03 04 05 06 07 Name Type - Duct Leakage Insulation R -value Duct Location Bypass Duct HERS Verification Air Distribution System 1 -., buctsAttic'. r � µ - -� - w Sealed and -tested : ,� i > 4 8 Attic None Air Distribution System 1 -hers -dist 1 1 \. E e!" Y I t I L i I i '. \ t .1 4 l F 1 1 1 E I k i k HVAC DISTRIBUTION - HERS VERIFICATION` `"" `"� '" ' "' ; ' `" k} 01 02 !t`_03M ,rte )i""` 04r' 'lir 05 M06 07 08 Name Duct Leakage Verification Duct Leakage Target (%) Verified Duct Location Verified Duct Design - Buried Ducts Deeply Buried Ducts Low -leakage Air Handler Air Distribution System 1 -hers -dist Required 6.0 Not Required Not Required Not Required Not Required — HVAC -FAN SYSTEMS 01 02 03 04 Name Type Fan Power (Watts/CFM) HERS Verification HVAC Fan 1 Single Speed PSC Furnace Fan 0.58 HVAC Fan 1 -hers -fan HVAC FAN SYSTEMS - HERS VERIFICATION 01 02 03 Name Verified Fan Watt Draw Required Fan Efficiency (Watts/CFM) HVAC Fan 1 -hers -fan Required 0.58 Registration Number: 216-N0090832A-000000000-0000 Registration Date/Time: 2016-03-09 00:58:14 HERS Provider: CaICERTS inc. 1 rrrl CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-0�82g'52015-7444Z C®f Report Generated at: 2016-03-08 08:01:15 A r -b �-, - 810A1 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 07:58, Tue, Mar 08, 2016 Calculation Description: Title 24 Analysis Input File Name: 030816 -Avila #2963 (LS).xml CF1 R -PRF -01 Page 7 of -8 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 67.13 0.25 Default 0 Required r . HERS PRN.' rKE R' Registration Number: 21rrN0090832A-U00000000-0000 CA Building Energy Efficiency Standards - 2013 Residential Compliance BUTTE COUNTY BUILDING DIVISION 1p�� Registration DateAPP ` .2.16"03-% 5,rB Report Version - CF111-08252015-744 HERS Provider: CaICERTS inc. Report Generated at: 2016-03-08 08:01:15 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 07:58, Tue, Mar 08, 2016 Calculation Description: Title 24 Analysis Input File Name: 030816 -Avila #2963 (LS).xml CF1 R -PRF -01 Page 8 of 8 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: LW. LRamirez Max Ramirez Company: Signature Date: Golden Sun Designs 2016-03-09 00:58:14 Address: CEA/HERS Certification Identification (If applicable): 22189 Samson Ave NA City/State/Zip: Phone: Corning, CA 96021 530-321-7242 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2. 1 certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 3. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. Responsible Designer Name: , ' ` / , .� i ( (0 -Ramirez Responsible'Qesigner Signature:" ff.,- Max Ramirez Company: i' ` y Date Signed: t` Golden Sun Designs 2016-03-09 00:58:14 Address: License: 22189 Samson Ave NA City/State/Zip: Phone: Corning, CA 96021 530-321-7242 BUTTE COUNTY BUILDING DIVISION APPROVED Digitally signed by Ca10ERTS. This digital signature is provided in order to secure the content of this registered document, and in noway implies Registration Provider responsibility for the accuracy of the information. Registration Number: 216-N0090832A-000000000-0000 Registration Date/Time: 2016-03-09 00:58:14 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2016-03-08 08:01:15 RESIDENTIAL MEASURES SUMMARY RMS -1 Project Name Kevin Avila, #2963 Building Type m Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 3/8/2016 Project Address Lot 21, Bay Tree Dr. Paradise California Energy Climate Zone CA Climate Zone 11 Total Cond. Floor Area 2,963 Addition n/a # of Units 1 INSULATION Construction Type Area Cavi (ft) Special Features Status Wall Wood Framed R 21 2,322 New Door Opaque Door - no insulation 6 New Roof Wood Framed Attic R 38 2,963 New Slab Unheated Slab -on -Grade - no insulation 2,963 Perim = 264' New FENESTRATION Total Area: 500 Glazin Percents e: 16.9 % New/Altered Average U -Factor: 0.30 Orientation Area ft2 U -Fac SHGC Overhang Sidefins Exterior Shades Status Front (N) 112.5 0.300 0.23 none none Bug Screen New Left (E) 126.0 0.300 0.23 none none Bug Screen New Rear (S) 207.0 0.300 0.23 none none Bug Screen New Right (I49 54.0 0.300 0.23 none none Bug Screen New IB lI L COUNTY BUILDING DIVISIUN err r r%Lr V L -9-f HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status 1 Central Furnace 84% AFUE Split Air Conditioner 14.0 SEER Setback New HVAC DISTRIBUTION Location Heating Duct Cooling Duct Location R -Value Status HVAC System Ducted Ducted Attic 8.0 New WATER HEATING Qty. Type Gallons Min. Eff Distribution Status 1 Small Storage Gas 50 0.62 Standard New EnergyPro 6.7 by EnergySoft User Number: 5733 RunCode: 2016-03-08To8:16:24 ID: 030816 -Avila #2963 Pae 11 of 15 2013 Low -Rise Residential Mandatory Measures Summary NOTE: Low-rise residential buildings subject to the Standards must comply with all applicable mandatory measures listed, regardless of the compliance aDDroach used. ExceDtions may aDDly. Review the respective code section for more information_ Building Envelope Measures: §I 10.6(a)1: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. § 110.6(a)5: Fenestration products (except field -fabricated windows) have a label listing the certified U -Factor, certified Solar Heat Gain Coefficient SHGC , and infiltration that meets the requirements of § 10-111 (a). § 110.7: Exterior doors and windows are weatherstripped; all joints and penetrations are caulked and sealed. §I 10.8(a): Insulation specified or installed meets Standards for Insulating Material. Indicate type and include on the CF2R. § 110.8(i): The thermal emittance and aged solar reflectance values of the cool roofing material meets the requirements of § 110.8(i) when the installation of a cool roof is specified on the CFIR. § 110.80): A radiant barrier shall have an emittance of 0.05 or less when the installation of a radiant barrier is specified on the CF 1 R. Minimum R-30 insulation in wood -frame ceiling; or the weighted average U -factor shall not exceed 0.031. Minimum R-19 in a §150.0(a): rafter roof alteration. Attic access doors shall have permanently attached insulation using adhesive or mechanical fasteners. The attic access shall be gasketed to prevent air leakage. § I50.0(b): Loose till insulation shall conform with manufacturer's installed design labeled R -value. § 150.0(c): Minimum R-13 insulation in 2x4 inch wood framing wall or have a U -factor of 0.102 or less (R-19 in 2x6 or 0.074 maximum U - factor). § 150.0(d): Minimum R-19 insulation in raised wood -frame floor or 0.037 maximum U -factor. In Climate Zones 14 and 16 a Class 11 vapor retarder shall be installed on the conditioned space side of all insulation in all exterior §150.0(g)1: walls, vented attics and unvented attics with air -permeable insulation. § 150.0(g)2: In Climate Zones 1-16 with unvented crawl spaces the earth floor of the crawl space shall be covered with a Class I or Class 11 vapor retarder. In a building having a controlled ventilation crawl space, a Class I or Class R vapor retarder shall be placed over the earth floor of § 150.0(g)3: the crawl space to reduce moisture entry and protect insulation from condensation, as specified in the exception to Section 150.0(d). § 150.0(1): Slab edge insulation shall: have a water absorption rate, for the insulation material alone without facings, no greater than 0.3%; have water vapor permeance rate is no greater than 2.0 perm/inch, be protected from physical damage and UV light deterioration; and when installed as part of a heated slab floor meets the requirements of §110.8 § 150.0(q): Fenestration, including skylights, separating conditioned space from unconditioned space or outdoors shall have a maximum U - factor of 0.58; or the weighted average U -factor of all fenestration shall notexceod, 0;5> Fireplaces, Decorative Gas Appliances and Gas Log Measures: e On oN §150.0(e)IA: Masonry or factory -built fireplaces have a closable metalp a glassy"dobrc�v�ring the?egt�reopening of the firebox. §150.0(e)1B: Masonry or factory -built fireplaces have a combustio "id'e air' take1fiiblea Stix square inches in area and is h isat I equipped with a readilyaccessible, operable, and ti ht-fittip tda e per combusti� r control device. §150.0(e)IC: Masonry or factory -built fireplaces have a flue damper w4A readily accessible control. §I50.0(e)2: Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside of the building, are prohibited. Space Conditioning, Water Heating and Plumbing System Measures: § 110.0-§ 110.3: HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified to the Energy Commission. § 110.3(c)5: Water heating recirculation loops serving multiple dwelling units meet the air release valve, backflow prevention, pump isolation valve, and recirculation loop connection requirements of § 110.3(c)5. Continuously burning pilot lights are prohibited for natural gas: fan -type central furnaces, household cooking appliances (appli- § 110.5: ances without an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool ands a heaters. §150.0(h)l: Heating and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA using design conditions specified in§150.Oh2. § I50.0(h)3A: Installed air conditioner and heat pump outdoor condensing units shall have a clearance of at least five feet from the outlet of any dryer vent. §I50.0(i): Heating systems are equipped with thermostats that meet the setback requirements of §110.2(c). §150.00)IA: Storage gas water heaters with an energy factor equal to or less than the federal minimum standards shall be externally wrapped with insulation having an installed thermal resistance of R-12 or greater. § 150.0Q)1B: Unfired hot water tanks, such as storage tanks and backup storage tanks for solar water -heating systems, have R-12 external insulation or R-16 internal insulation where the internal insulation R -value is indicated on the exterior of the tank. For domestic hot water system piping, whether buried or unburied: the first 5 feet of hot and cold water pipes from the storage tank, all piping with a nominal diameter of 3/4 inch or larger, all piping associated with a domestic hot water recirculation system §150.00)2A: regardless of the pipe diameter, piping from the heating source to storage tank or between tanks, piping buried below grade, and all hot water pipes from the heating source to kitchen fixtures must be insulated according to the requirements of TABLE 120.3- A. §150.00)2B: All domestic hot water pipes that are buried below grade must be installed in a water proof and non -crushable casing or sleeve that allows for installation, removal, and replacement of the enclosed pipe and insulation. 2013 Low -Rise Residential Mandatory Measures Summary §I50.00)2C: Pipe for cooling system lines shall be insulated as specified in §150.00)2A. Piping insulation for steam and hydronic heating systems or hot waters stems with pressure > 15 psig shall meet the requirements in TABLE 120.3-A. §150.00)3: Insulation is protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Insulation exposed to weather shall either be rated for outdoor use or installed with a cover suitable for outdoor service. For §150.00)3A: example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation protected as specified or painted with coating that is water retardant and provides shielding from solar radiation that degrades the material. Insulation covering chilled water piping and refrigerant suction piping located outside the conditioned space shall have a Class 1 §150.00)3B: or Class Il vapor retarding facing, or the insulation shall be installed at the thickness that qualifies as a Class I or Class 11 vapor retarder. Systems using gas or propane water heaters to serve individual dwelling units shall include: a 120V electrical receptacle within 3 feet of the water heater; a Category III or IV vent, or a Type B vent with straight pipe between the outside termination and the § 150.0(n)1: space where the water heater is installed; a condensate drain that is no more than 2 inches higher than the base of the installed water heater, and allows natural draining without pump assistance; and a gas supply line with a capacity of at least 200,000 Btu/hr. § 150.0(n)2: Recirculating loops serving multiple dwelling units shall meet the requirements of § 110.3(c)5. § 150.0(n)3: Solar water -heating systems and collectors shall be certified and rated by the Solar Rating and Certification Corporation (SRCC) or by a testing enc approved by the Executive Director. Ducts and Fans Measures: All air -distribution system ducts and plenums installed are sealed and insulated to meet the requirements of CMC §601.0, §602.0, §603.0, §604.0, §605.0 and ANSI/SMACNA-006-2006 HVAC Duct Construction Standards Metal and Flexible 3rd Edition. Supply -air and return -air ducts and plenums are insulated to a minimum installed level of R-6.0 (or higher if required by CMC §605.0) or enclosed entirely in directly conditioned space as confirmed through field verification and diagnostic testing (RA3.1.4.3.8). Connections of metal ducts and inner core of flexible ducts are mechanically fastened. Openings shall be sealed § 150.0(m)l: with mastic, tape, or other duct -closure System that meets the applicable requirements of UL 181, UL 181A, or UL 181B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than %a inch, the combination of mastic and either mesh or tape shall be used. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. Factory -Fabricated Duct Systems shall comply with specified requirements for duct construction, connections, and closures; joints § I50.0(m)2: and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. § 150.0(m)3-6: Field -Fabricated Duct Systems shall comply with requirements for: pressure -sensitive tapes, mastics, sealants, and other requirements specified for duct construction; duct insulation R -value ratings; duct�insu1ation thickness; and duct labeling. § 150.0(m)7: All fan systems that exchange air between the conditioned space and the oput"�e�o"f the" buil Jing must have backdraft or automatic dampers. �-tr ��. U. -j - '%C � § 150.0(m)8: Gravity ventilating systems serving conditioned space h�vesei(hec ut$$malao�ea�dily accessible, manually operated dampers except combustion inlet and outlet air openings and elgvatorash vedts Insulation shall be protected from damage, including*Wfie ib colli --R N oi§{ a fegti pment maintenance, and wind but not -outdoor 150.0(m)9: limited to the following: insulation exposed to weather shall 1 be s�'table for service. For example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foair►�uWon shall be protected as above or painted with a coating that is water retardant and provides shieldingfrom solar radiation. §150.0(m)10: Flexible ducts cannot have porous inner cores. When space conditioning systems use forced air duct systems to supply conditioned air to an occupiable space, the ducts shall be § 150.0(m)11: sealed and duct leakage tested, as confirmed through field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Mechanical systems that supply air to an occupiable space through ductwork exceeding 10 feet in length and through a thermal §150.0(m)12: conditioning component, except evaporative coolers, shall be provided with air filter devices that meet the requirements of §150.0(m)12. Space conditioning systems that utilize forced air ducts to supply cooling to an occupiable space shall have a hole for the placement of a static pressure probe (HSPP), or a permanently installed static pressure probe (PSPP) in the supply plenum. The §150.0(m)13: space conditioning system must also demonstrate airflow> 350 CFM per ton of nominal cooling capacity through the return grilles, and an air -handling unit fan efficacy:5 0.58 W/CFM as confirmed by field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Zonally controlled central forced air cooling systems shall be capable of simultaneously delivering, in every zonal control mode, § 150.0(m)15: an airflow from the dwelling, through the air handler fan and delivered to the dwelling, of>_ 350 CFM per ton of nominal cooling capacity, and operating at an air -handling unit fan efficacy of <_ 0.58 W/CF'M as confirmed by field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. All dwelling units shall meet the requirements of ASHRAE Standard 62.2. Neither window operation nor continuous operation of § 150.0(0): central forced air system air handlers used in central fan integrated ventilation systems are permissible methods of providing the Whole Building Ventilation. §150.0(0)1 A: Whole Building Ventilation airflow shall be confirmed through field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Pool and Spa Heating Systems and Equipment Measures: Any pool or spa heating system shall be certified to have: a thermal efficiency that complies with the Appliance Efficiency § 110.4(a): Regulations; an on-off switch mounted outside of the heater that allows shutting off the heater without adjusting the thermostat setting; a permanent weatherproof plate or card with operating instructions; and shall not use electric resistance heating. ' 2013 Low -Rise Residential Mandatory Measures Summary § 110.4(b)1: Any pool or spa heating equipment shall be installed with at least 36 inches of pipe between filter and heater or dedicated suction and return lines, or built-up connections for future solar heating. § 110.4(b)2: Outdoor pools or spas that have a heat pump or gas heater shall have a cover. § 110.4(b)3: Pools shall have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or pro - rammed to run only during off-peak electric demand periods. § 110.5: Natural gas pool and spa heaters shall not have a continuous burning pilot light. §150.0(p): Residential pool systems or equipment shall meet specified pump sizing, flow rate, piping, filters, and valve requirements. Lighting Measures: §110.9: All lighting control devices and systems, ballasts, and luminaires shall meet the applicable requirements of §110.9. §I50.0(k)IA: Installed luminaires shall be classified as high -efficacy or low -efficacy for compliance with §150.0(k) in accordance with TABLE 150.0-A or TABLE 150.0-B, as applicable. § I50.0(k)IB: When a high efficacy and low efficacy lighting system are combined in a single luminaire, each system shall separately comply with the applicable provisions of § 150.0(k). The wattage and classification of permanently installed luminaires in residential kitchens shall be determined in accordance with §150.0(k)1C: §130.0(c). In residential kitchens, the wattage of electrical boxes finished with a blank cover or where no electrical equipment has been installed, and where the electrical box can be used for a luminaire or a surface mounted ceiling fan, shall be calculated as 180 watts of low efficacy lighting r electrical box. §150.0(k)ID: Ballasts for fluorescent lamps rated 13 watts or greater shall be electronic and shall have an output frequency no less than 20 kHz. Permanently installed night lights and night lights integral to installed luminaires or exhaust fans shall be rated to consume no § 150.0(k)IE: more than 5 watts of power per luminaire or exhaust fan as determined in accordance with §130.0(c). Night lights do not need to be controlled by vacancy sensors. §150.0(k)1F: Lighting integral to exhaust fans (except when installed by the manufacturer in kitchen exhaust hoods) shall meet the applicable ' requirements of 15 0. 0 k . § 150.0(k)2A: High efficacy luminaires must be switched separately from low efficacy luminaires. §150.0(k)2B: Exhaust fans shall be switched separately from lighting systems. §150.0(k)2C: Luminaires shall be switched with readily accessible controls that permit the luminaires to be manually switched ON and OFF. § 150.0(k)2D: Controls and equipment are installed in accordance with manufacturer's instructions. 150.0(k)2E: No control shall bypass a dimmer or vacancy sensor function if the control is installew, �tq of ply with § 150.0(k). §150.0(k)2F: y y y Lighting controls comply with applicable requirements of §110.9. �j� VA xla An Energy Management Control System (EMCS) maybe us "d- b b omply ith & "" I"r�re u rements if: it functions as a dimmer §150.0(k)2G: according to § 110.9; meets installation Certificate requiremen�t��syy�fj§13Q;.4�;�tlie�EMG r6gwrem its of §130.5; and all other requirements in 150.0 )2. �V �-= .mow R"71 , An Energy Management Control System (EMCS) may be used tr�co`Iwith�vacancy sensor requirements of § 150.0(k) if: it §150.0(k)2H: functions as a vacancy sensor according to §110.9; meets Install4ti n Certificate requirements of §130.4; the EMCS requirements io of § 130.5; and all other requirements in ' 150.0(k)2. § 150.0(k)21: A multiscene programmable controller may be used to comply with dimmer requirements of this section if it provides the functionality of a dimmer according to § 110.9, and complies with all other applicable requirements in § 150.0(k)2. § 150.0(k)3A: A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy. Kitchen lighting includes all permanently installed lighting in the kitchen except internal lighting in cabinets that illuminate only § I50.0(k)3B: the inside of the cabinets. Lighting in areas adjacent to the kitchen, including but not limited to dining and nook areas, are considered kitchen lighting if they are not separately switched from kitchen lighting. § 150.0(k)4: Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated cabinet. §150.0(k)5: A minimum of one high efficacy luminaire shall be installed in each bathroom; and all other lighting installed in each bathroom shall be high efficacy or controlled by vacancy sensors. § 150.0(k)6: Lighting installed in attached and detached garages, laundry rooms, and utility rooms shall be high efficacy luminaires and controlled by vacancy sensors. § 150.0(k)7: Lighting installed in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, and utility rooms shall be high efficacy, or shall be controlled by either dimmers or vacancy sensors. Luminaires recessed into ceilings shall: be listed for zero clearance insulation contact (IC) by Underwriters Laboratories or other nationally recognized testingtrating laboratory; have a label that certifies that the luminaire is airtight with air leakage less than 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; be sealed with a gasket or caulk between the luminaire housing § 150.0(k)8: and ceiling, and shall have all air leak paths between conditioned and unconditioned spaces sealed with a gasket or caulk; and allow ballast maintenance and replacement without requiring cutting holes in the ceiling. For recessed compact fluorescent luminaries with ballasts to qualify as high efficacy for compliance with §150.0(k), the ballasts shall be certified to the Energy Commission to comply with the applicable requirements in ' 110.9. For single-family residential buildings, outdoor lighting permanently mounted to a residential building or other buildings on the same lot shall be high efficacy, or may be low efficacy if it meets all of the following requirements: i. Controlled by a manual ON and OFF switch that does not override to ON the automatic actions of Items ii or iii below; and § 150.0(k)9A: ii. Controlled by a motion sensor not having an override or bypass switch that disables the motion sensor, or controlled by a motion sensor having a temporary override switch which temporarily bypasses the motion sensing function and automatically reactivates the motion sensor within 6 hours; and iii. Controlled by one of the following methods: 2013 Low -Rise Residential Mandatory Measures Summary a. Photocontrol not having an override or bypass switch that disables the photocontrol; or b. Astronomical time clock not having an override or bypass switch that disables the astronomical time clock, and which is programmed to automatically turn the outdoor lighting OFF during daylight hours; or c. Energy management control system which meets all of the following requirements: At a minimum provides the functionality of an astronomical time clock in accordance with §110.9; meets the Installation Certification requirements in §130.4; meets the requirements for an EMCS in § 130.5; does not have an override or bypass switch that allows the luminaire to be always ON; and, is programmed to automatically turn the outdoor lighting OFF during daylight hours. For low-rise multifamily residential buildings, outdoor lighting for private patios, entrances, balconies, and porches; and outdoor lighting for residential parking lots and residential carports with less than eight vehicles per site shall comply with one of the §150.0(k)9B: following requirements: i. Shall comply with §1.50.0(k)9A; or ii. Shall comply with the applicable requirements in §110.9, §130.0, §130.2, §130.4, §140.7 and §141.0. §150.0(k)9C: For low-rise residential buildings with four or more dwelling units, outdoor lighting not regulated by § 150.0(k)9B or 150.0(k)9D shall comply with the applicable requirements in §110.9, §130.0, 130.2, §130.4, 140.7 and §141.0. § I50.0(k)9D: Outdoor lighting for residential parking lots and residential carports with a total of eight or more vehicles per site shall comply with the applicable requirements in §110.9, § 130.0, §130.2, §130.4, §140.7 and § 141.0. §150.0(k)10: Internally illuminated address signs shall comply with §140.8; or shall consume no more than 5 watts of power as determined according to § 130.0(c). § 150.0(k)11: Lighting for residential parking garages for eight or more vehicles shall comply with the applicable requirements for '110.9, nonresidential garages in §130.0, §130.1, § 130.4, §140.6, and §141.0. In a low-rise multifamily residential building where the total interior common area in a single building equals 20 percent or less of § 150.0(k)12A: the floor area, permanently installed lighting for the interior common areas in that building shall be high efficacy luminaires or controlled by an occupant sensor. In a low-rise multifamily residential building where the total interior common area in a single building equals more than 20 percent of the floor area, permanently installed lighting in that building shall: § 150.0(k)12B: i. Comply with the applicable requirements in § 110.9, § 130.0, § 130. 1, § 140.6 and § 141.0; and ii. Lighting installed in corridors and stairwells shall be controlled by occupant sensors that reduce the lighting power in each space by at least 50 percent. The occupant sensors shall be capable of turning the ►fight fully On and Off from all designed paths of ingress and egress. Solar Ready Buildings: Single family residences located in subdivisions with ten or more single family residences and where the application for a § 110.10(a)1: tentative subdivision map for the residences has been deemed complete, by the enforcement agency, on or after January 1, 2014, shall comply with the requirements of § 110.10 b through § 110.10(e). §I 10.10(a)2: Low-rise multi -family buildings shall comply with the requirements of §110.10(b) through §I 10.10(d). The solar zone shall have a minimum total area as described below. The solar zone shal)`eombly with access, pathway, smoke ventilation, and spacing in Title 24, Part 9 by requirements as specified or otherit o in any requirements adopted a local The total be tlhao 5 feet less jurisdiction. solar zone area shall comprised of as dimepsio than and are no than 80 square feet each for buildings with roof areas less than or to 1 0-squaV eeor no ess than 160 square feet each for �ur'al ,0 § 110.10(b) I buildings with roof areas greater than 10,000 square feet. t �`�k%' For single family residences the solar zone shall be locate 'a0 over d the�bw'Iding and have a total area no less solar locatedion than 250 square feet. For low-rise multi -family buildings the zoonn t?;h'altUe the roof or overhang of the building or on the roof or overhang of another structure located within 250 f et,Q the building or on covered parking installed with the building project and have a total area no less than 15 percent of the total roof area of the building excluding any skylight area. § 110.10(b)2: All sections of the solar zone located on steep -sloped roofs shall be oriented between 110 degrees and 270 degrees of true north. §110.10(b)3A: No obstructions, including but not limited to, vents, chimneys, architectural features, and roof mounted equipment, shall be located in the solar zone. Any obstruction, located on the roof or any other part of the building that projects above a solar zone shall be located at least twice § 110.10(b)3B: the distance, measured in the horizontal plane, of the height difference between the highest point of the obstruction and the horizontal projection of the nearest point of the solar zone, measured in the vertical plane. § 110.10(b)4: For areas of the roof designated as solar zone, the structural design loads for roof dead load and roof live load shall be clearly indicated on the construction documents. The construction documents shall indicate: a location for inverters and metering equipment and a pathway for routing of conduit § 110.10(c): from the solar zone to the point of interconnection with the electrical service (for single family residences the point of interconnection will be the main service panel); a pathway for routing of plumbing from the solar zone to the water -heating system. § 110.10(d): A copy of the construction documents or a comparable document indicating the information from § 110.10(b) through § 110.10(c) shall be provided to the occupant. § 110.10(e)1: The main electrical service panel shall have a minimum busbar rating of 200 amps. The main electrical service panel shall have a reserved space to allow for the installation of a double pole circuit breaker for a § 110.10(e)2: future solar electric installation. The reserved space shall be: positioned at the opposite (load) end from the input feeder location or main circuit location, and permanently marked as "For Future Solar Electric'. MINIMUM REQUIREMENTS - NEW CONSTRUCTION, U.N.O. JOB #: 030816-AVILA #2963 RAISED FLOOR INSULATION:_ ❑ R-19 ❑ R-21 WALL INSULATION: RX R-21 MANDATORY VAPOR BARRIER (ZONES 14 & 16): X❑ NOT REQUIRED WINDOWS: LOW E, NON METALLIC FRAME, MAXIMUMS = U -FACTOR @ 0.30, SHGC @ 0.23 (MILGARD STD. VINYL) ATTIC INSULATION: RX R-38 DUCT INSULATION: rX R-8 WATER HEATER, 50 GAL. OR LESS W/ EF MIN. @ 0.62: QX ON DEMAND WATER HEATER, W/ EF MIN. @ 0.85`. ❑ HEATING, FAU: ❑X @ 84% COOLING: QX 14 SEER BUTTE COUNTY COOLING: QX 12.2 EER BUILDING DIVISION ATTIC RADIANT BARRIER ROOF SHEATHING: ❑ • APPROVED STATE MANDATED HERS TESTING: INDOOR AIR QUALITY (IAQ): HERS rater will verify the system meets required amount of CFM airflow required for whole house ventilation, can be intake or exhaust. FAN WATT & AIRFLOW: HERS rater measures total return airflow, minimum airflow required to pass is 350 cfm per ton of condenser. Ensures system is obtaining the required amount of flow going into the duct system to operate optimally. HVAC DUCTS: HERS rater pressurizes duct system and tests for leakage not to exceed 6%. Ensures system is not leaking conditioned air into the attic, and system operates optimally. ADDITIONAL REQUIRED HERS TESTING FOR THIS PROJECT: COOLING SYSTEM: HERS rater will verify the EER rating on the cooling unit. ej-- -� Summit Structural Design 383 Rio Lindo Avenue, Suite 200, Chico, California 95926 wqo�w—.ap. (530) 592-4407 www.summitchico.com March 21, 2016 RE: Avila Plan 2963, Lot 21, Bay Tree Drive, Paradise, CA To Whom It May Concern: I have reviewed the truss calculations by Systems Plus dated 3-21-16 and have found that the trusses appear to be designed in accordance with the general design concept of the structural documents dated 3-21-16. The specific design shall remain the responsibility of the engineer who has sealed.the calculations. Sincerely, REVIEWED FOR CODE COMPLIANCE AUG 0 2 2016 Ryland Burdette, P.E. INTERWEST CONSULTING GROUP C EXP. I� * PERMIT # C) - BUTTE COUNTY DEVELOPMENT SERVICES orma ��� REVIEWED FOR CA CODE COMPLIANCE __-- �f: MAY 2 6 2016 INTERWES1 NSULTINIG ow �16'II�I BUTTE COUNTY MAY 2 4 2016 DEVELOPMENT SERVICES -F1 L'C�7- C-0 &--I f ry REVIEWED FOR CODE COMPLIANCE AUG 0 2 2016 INTERWEST CONSULTING GROUP 383 Rio Lin,do Ave, Chico, CA 95926 p. (530) 592-4-407 www.summitchico.com 0 irUCtUral Calculcations For Lot 21, Bay 1 !7( 7-0 w p MAY 2 6 2016 ., + fwi+vvt�si' Ui.T0Jf'Z r+n, Note: Summit Stru.cturai Design assure compliance with the standard SSD is not responsible for any struci set of specifications/calculations unle be of the highest quality and in all c, latest edition of the California Buildinc Client: Kevin Avila Project: Plan 2963 Address: PERMIT# �If�• I ID -7 ree Drive, Paradise, CABUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODECOMPLIANCE DATE--0 7/ ' a 1�- BYN_ cur D o W71 - cc C M BUTTE E'• N COUNTY j MAY 2 4 2016 OF CAL1F�� I i.l II DEVELOPMENT SERVICES iSD) is not responsible for oh -site inspection to sizes, materials, or workmanship specified herein. .Iral element or system not specifically noted in this ;s authorized in writing by SSD. Workmanship shall ses shall follow accepted construction practice, the Code, and local building department standards. 49 ua- ropy STRUCTURAL NOTES 1. GENERAL A) ALL WORK SHALL CONFORM TO THE 2013 CBC { B) THE ENGINEER (SUMMIT STRUCTURAL DESIGN) THE GENERAL. CONTRACTOR SHALL VERIFY THA' BUILDING DEPARTMENT APPROVED, STRUCTUR AS SPECIFIED IN THESE CALCULATIONS WITHOU ENGINEER WILL ASSUME NO RESPONSIBILITY FC C) THE DRAWINGS AND CALCULATIONS REPRESEN OTHERWISE, DO NOT'SHOW THE METHOD OF C OF CONSTRUCTION, A19D SHALL PROVIDE ALL M WORKERS, AND THE STRUCTURE DURING CONS BRACING, SCAFFOLDIIvG, ETC. D) IF A PARTICULAR FEATURE OF CONSTRUCTION I THEN IT SHALL_ BE CONSTRUCTED IN THE SAME DESIGN DOCUMENTS. E) ANY CONDITIONS NOTED AS EXISTING MUST BE MUST BE BROUGHT TO THE ATTENTION OF THE THE REVIEW OF THE ENGINEER. F) ALL WATER PROOFING AND FLASHING (ROOFS; THE CONTRACTOR OR OWNER, 2. SITE WORK / FOUNDATIONS A) ASSUMED MAXIMUM 5011- BEARING = 1;500 PSI B) BUILDING SITE IS ASSUMED TO BE DRAINED ANI GEOTECHNICAL REVIEW OF SITE, ANY 01 -HER CC THE ENGINEER. C) THESE CALCULATIONS ASSUME STABLE, UNDIST CONDITIONS SHOULD; BE BROUGHT TO THE ATT FOUNDATIONS, D) ALL FOOTINGS INCLUDING RETAINING WALL FO SHALL BEAR ON UNDISTURBED SOIL WITH A FOI E) BOTTOM OF ALL FOUKDATION TRENCHES SHAL F) ALL FINISHED GRADE SHALL SLOPE AT A MINIMI FEET HORIZONTAL, G) FOUNDATIONS SHALL NOT 13E SCALED FROM PL. H) FILL MATERIAL SHALL:BE FREE FROM DEBRIS, VE COMPACTED A MINIMUM OF 90%. 1) USE 4" DIAMETER PERFORATED PIPE SUB-DRAII` J) FOR FOOTINGS PLACED ON OR ADJACENT TO SL PLACEMENTS IN VIOLATION OF FIGURE 1808.7.: FOUNDATION NOT IWSiTRICT CONFORMANCE Ti 4. CONCRETE / REINFORCING A) CONCRETE SHALL HAVE A MINIMUM 28 DAY ST C) ALL CEMENT USED SHALL CONFORM TO ASTM ( D) AGGREGATE SHALL CONFORM TO ASTM C-33 Al DETERMINED BY ASTM C-227, 289, AND 295, IF MATERIALS, PROVIDE CEMENT WITH A MAXIMI E) CONCRETE EXPOSED TO FREEZING OR THAWING ACI 318. F) SLABS ON GRADE SHAtt BE PER THE CONTRACT AS A SUITABLE SLAB -ON -GRADE: AT GARAGE SL ABOVE MID -DEPTH 01: SLAB OVER 2" SAND, OVI WITH 93 AT 15" E.W. ABOVE MID -DEPTH OF SLP BUILDUP AT ALL OTHER AREAS. ECT:PIa Q ALL APPLICABLE LOCAL CODES. i RESPONSIBLE FOR THE STRUCTURAL ITEMS IN THE PLANS ONLY. ALL CONSTRUCTION IS IN FULL AGREEMENT WITI-ITHE LATEST, 1 DRAWINGS. SHOULD ANY CHANGES BE MADE FROM THE DESIGN THE WRITTEN APPROVAL FROM THE ENGINEER, THEN THE I ANY ELEMENT OR SYSTEM OF THE STRUCTURE, THE FINISHED STRUCTURE, AND, UNLESS SPECIFICALLY NOTED INSTRUCTION, THE CONTRACTOR IS RESPONSIBLE FOR THE METHOD ASURES NECESSARY TO PROTECT THE PUBLIC, CONSTRUCTION RUCTION. SUCH MEASURES SHALL INCLUDE FORMING, SHORING, NOT FULLY SHOWN ON THE DRAWINGS OR IN THE CALCULA(IONS, -IARACTER AS SIMILAR CONDITIONS THAT ARE SHOWN ON THE IELD VERIFIED BY THE CONTRACTOR, AND ANY DISCREPANCIES NGINEER WITHOUT PROCEEDING WITH CONSTRUCTION PRIOR'f0 TIONS, GARAGE FLOORS, ETC...) IS THE RESPONSIBILITY OF PER CBC TABLE 1804.2. FREE OF CLAY OR EXPANSIVE SOIL. ENGINEER HAS NOT MADE A VDITIONS ENCOUNTERED MUST BE BROUGHT TO THE ATTENTION OF IRBED SOILS AND LEVEL OR STEPPED FOOTINGS. ANY OTHER NTION OFTHE ENGINEER PRIOR TO THE CONSTRUCTION OF THE TINGS, SPREAD FOOTINGS, WALL FOOTINGS, AND GRADE BEAMS TING DEPTH BELOW FROSTLINE. BE CLEAN AND LEVEL. A SLOPE OF 5% AWAY FROM ALL FOUNDATIONS A MINIMUM OF 10 J OR DETAIL DRAWINGS. ETATION, AND OTHER FOREIGN SUBSTANCES, AND SHALL BE BEHIND ALL RETAINING WALLS. SLOPE PIPE TO DRAIN 1-0 DAYLIGHT. )PES, A GEOTECHNICAL ENGINEER MUST APPROVE FOOTING OF THE 2013 CBC. THIS ENGINEER SHALL NOT BE LIABLE FOR ANY SECTION 1808 OF THE 2013 CBC. ENGTH OF 2,500 PSI U.N.O. 150 AND SHALL BE TYPE II OR TYPE III LOW ALKALI. D SHALL NOT CONTAIN MATERIALS THAT ARE ALKALI REACTIVE AS 'EST DATA IS UNAVAILABLE IN REGARDS TO ALKALI REACTIVE A ALKALI CONTENT LESS THAN 0.45% BY WEIGHT. SHALL BE PROTECTED IN ACCORDANCE TO THE LATEST EDITION OF . SUMMIT STRUCTURAL DESIGN RECOMMENDS THE FOLLOWING S, USE 4" THICK S.O.G. WITH #3 BARS AT 15" O.C. EACH WAY MOISTURE BARRIER, OVER 4" AGGREGATE BASE. USE 3-1/2" SLAB OR 6X6 WWF ABOVE MID -DEPTH OF SLAB WITH fS.h1mFT"_B'-StA�0UNTY BUILDING DAVISION A��r. D G) SAW -CUT TOP %" OF SLAB FOR CRACK CONTRC SAW CUT AT INTERVALS NOT TO EXCEED 7'-0" I) REINFORCEMENT COVER SHALL BE AS FOLLOW CONCRETE CAST AGA119ST AND PERMANENTLY CONCRETE WITH SOIL OR WEATHER EXPOSURE CONCRETE WITHOUT SOIL OR WEATHER EXPOS 1) REINFORCEMENT SHALL BE GRADE 60 PER ASTP LAP TOP BARS, PLACED ABOVE 12" OF CONCRE' K) #5 AND LARGER REBAR SHALL NOT BE RE-BENT L) ALL REINFORCING STEEL AND ANCHOR BOLTS S POSITION BEFORE AND DURING CONCRETE PLA 6. FRAMING/LUMBER 6-1 MATERIALS: A.) SHEATHING: 1. ROOF SHEATHING: Y:" APA RATED 32/16 EXF PERPENDICULAR TO FRAMING, STAGGER PANEL 1/8" GAP AT ALL PANEL EDGES U;N.O. BY PANEL 2. FLOOR SHEATHING: %" APA RATED 48/24 W AND NAIL WITH 10d AT 6" O,C. EDGE 10" O.0 FII PROVIDE 1/8" GAP AT ALL PANEL EDGES U.N.O. 3. WALL SHEATHING: SEE PLANS 4. ANY SHEATHING WITH EXTERIOR EXPOSURE B.) GLUE -LAMS: GLUE -LAMS SHALL BE 24F -V4 U.N.( GLUE -LAMS EXPOSED'f0 WEATHER MUST BE R< WATERPROOFING OF'E:XPOSED ENDS SHALL BE I GLUED LAMINATED FABRICATION SHALL BE PER WITH CBC 2303.1.3, AI TC A190,1 AND ASTM D 3 FIELD INSPECTOR PRIOR TO COMPLETION OF FR C.) MICRO -LAMS: MICRO=:AMS (LAMINATED VENEI SHALL BE MANUFACTURED, APPROVED AND IDE C2.) PARAL.AMS: PSL'S (PARALLEL STRAND LUMBER) MANUFACTURED, APPROVED AND IDENTIFIED A D.) SILL PLATES: SILL PLATES SHALL BE PRESSURE TR 3" X.229" THICK PLATE: WASHERS LOCATED AT ( EACH END OF EACH PIECE, AT SHEAR WALL LOCI E.) FRAMING LUMBER: ALL FRAMING LUMBER SHA W.C.L.I.B. AND SHALL HAVE A MOISTURE CONTE 1. STUDS SHALL BE STUD GRADE OR BETTER. 2. ALL POSTS SHALL BE: DF -L #1 U.N.O. 3. 2X AND 3X RAFTERS SHALL BE DF -L #2 U.N.O. 4. 2X JOISTS SHALL BE DF -L #2 U.N.O. 5. CONCEALED BEAMS SHALL BE DF -L #2 6. EXPOSED BEAMS SHALL BE DF -L #1 APPEARAI F.) NAILS: ALL NAILS SHALL BE COMMON U.N.O. \A NAILS SHALL BE HOT D PPED GALVANIZED. G.) BOLTS AND LAG SCREWS: BOLTS AND LAG SCRE\ WITHOUT EXCESSIVE RUST. BOLTS EXPOSED TO H.) ALL HARDWARE CALLED SHALL BE SIMPSON STR MANUFACTURER'S RECOMMENDATIONS WITH) I.) ALL METAL FASTENERS IN CONTACT WITH PRESS CERTIFIED BY THE MANUFACTURER 1'0 RESIST Cl 6-2 GENERAL FRAMING A.) MINIMUM NAILING: MINIMUM NAILING SHALL B.) LARGER MEMBERS: ALL FRAMING MEMBERS SI MEMBERS MAY BE SUSSTITUTED AT CONTRACT 2.963 AT INTERVALS NOT 1'0 EXCEED 16'-0" WHERE SLAB IS REINFORCED, HERE SLAB IS UN -REINFORCED. KPOSED TO SOIL: 3" 15 BARS AND SMALLER: 1 A" #6 BARS AND LARGER: 2" RE: %" A615 UAO. LAP BOTTOM BARS 60 BAR DIAMETERS U.N.O. AND OR MORE, 80 BAR DIAMETERS U.N.O. ALL BE ACCURATELY LOCATED AND ADEQUATELY SECURED IN EMENT. JSURE 1, STRUCTURAL SHEATHING WITH FACE GRAIN AND NAIL WITH 8d AT 6" O.C. EDGE, 12" O.C. FIELD U.N.O: PROVIDE MANUFACTURER. fH FACE GRAIN PERPENDICULAR TO FRAMING, STAGGER PANELS LD, GLUE AND NAIL TO ALL SUPPORTS. IY PANEL MANUFACTURER. HALL BE OF EXTERIOR TYPE. . WITH A CAMBER OF R=1600' U.N.O. TED FOR EXTERIOR USE BY THE MANUFACTURER. FLASHING AND ROVIDED BY THE CONTRACTOR TO PREVENT DECAY. ORMED IN AN APPROVED FABRICATOR'S SHOP IN ACCORDANCE 37. BEAM INSPECTION CERTIFICATES SHALL BE SUBMITTED TO THE ,ME INSPECTION IN ACCORDANCE WITH CBC 1704.2. 2 LUMBER) SHALL HAVE FB = 3100 PSI & FV = 285 PSI MIN., AND JTIFIED AS PER NER-481 HALL HAVE FB = 2900 PSI & FV = 290 PSI MIN., AND SHALL BE PER NER-481 ATED DOUGLAS FIR WITH 1/2" DIAMETER ANCHOR BOLTS AND 3" X -0" O.C. MAX. WITH ONE BOLT LOCATED 1'-0" MAXIMUM FROM TIONS, SILLS SHALL BE 3X MATERIAL UNO PER PLANS AND DETAILS. L BE DOUGLAS FIR LARCH AS GRADED BY THE W.W.P.A. OR IT LESS THAN 19%, U.N.O. BUTTE Cu" U N i` Y BUlLDlh R'G iDM&'0N QP _'_-,l0 vE_D T GRADE FREE OF HEART CENTERS (4X6 AND LARGER) ERE EXPOSED TO WEATHER OR WITHIN 18" OF FOUNDATION, SHALL BE.ASTM A-307 U.N.O. AND PROVIDED NEW AND FATHER SHALL BE GALVANIZED. G -TIE CO., OR ENGINEER APPROVED EQUIVALENT, INSTALLED PER HOLES FILLED WITH RECOMMENDED FASTENERS E TREATED WOOD SHALL BE STAINLESS STEEL OR OTHERWISE tOSION CAUSED BY THE SPECIFIC TREATMENT APPLIED TO WOOD. PER 2013 CBC TABLE 2304.9.1. IFIED IN THESE CALCULATIONS ARE MINIMUMS; LARGER 'S OPTION. it Structural Design PROJECT Plan 2963 C.) SHRINKAGE: CARE SHALL BE TAKEN TO ALLOW FOR EFFECTS OF SHRINKAGE, WHICH COULD CAUSE SETTLEMENT OF ROOF AND OR FLOORS AND COULD LEAD TO FA LURE OF ASSOCIATED FRAMING MEMBERS. THE CONTRACTOR SHALL TAKE ALL MEASURES NECESSARY TO PRO ECT FRAMING FROM THE EFFECTS OF SHRINKAGE. 6-3 BEAM FRAMING A.) BUILT UP BEAMS: ALL BUILT UP, LAMINATED D TOGETHER WITH 16dMAILS AT 6" O.C., T&B U.r B.) DOUBLE JOISTS: PROVIDE DOUBLE FLOOR JOTS' UNDER ALL LOCATIONS WHERE TUBS MAY BE L ADEQUATE SUPPORT SHALL BE PROVIDED FOR SHOWN ON THE STRUCTURAL DRAWINGS INCLi REFRIGERATOR, OVEN, FIRE PLACE ENCLOSURE. C.) BLOCKING: PROVIDE SOLID BLOCKING IN JOIST GREATER THAN 10'-0" UBLE OR MULTIPLE 2X JOISTS AND BEAMS SHALL BE NAILED UNDER PARTITION WALLS RUNNING PARALLEL TO JOIST SPAN AND :ATED. .L OTHER EQUIPMENT OR FURNISHINGS WHICH MAY NOT BE )LNG BUT NOT LIMITED TO: HOT WATER HEATER, STOVE, WOOD BURNING STOVE, ETC... LAMING ABOVE ALL SUPPORTS AND MIDSPAN OF JOISTS SPANNING 6-4 POSTS/TRIMMERS A.) SUPPORT: SUPPORT ALL UPPER LEVEL POSTS AND TRIMMERS IN LOWER LEVELS WITH EQUIVALENT FRAMING AND BLOCK OR OTHERWISE FRAME POSTS THROUGHFLOOR SYSTEMS. B.) WHERE POSTS WITH COLUMN CAPS OR BEARINPLATES ARE SPECIFIED, THE LOAD IS TO BE TRANSFERRED TO THE FOUNDATION BY VERTICAL GRAIN ONLY, U.N.0.1 675 WALL. FRAMING A.) DOUBLE TOP PLATE SPLICES: SPLICES AND JOIN THE -CENTER LINE OF SUPPORTING STUD. TOP PLATE SPLICES Or= STUD WALLS SHALL BE 4 WHERE SPLICE IS INTERRUPTED, USE ST6224 ST B.) FIRE BLOCKS: FIRE BLOCK STUD WAILS AT MID - C.) MIS -PLACED ANCHOR'30LTS: WHERE ANCHOR SAME DIAMETER WITH EMBEDMENT IN CONCR AND CURRENT ICC REPORT. D.) NOTCHED OR CUT STUDS: NOTCHED AND/OR C SHALL HAVE FULL BEARING TO THE FOUNDATIC E.) LET -IN BRACES: LET IN BRACES SHALL NOT 13E L WHICH DO NOT REQUIRE TI4E CUTTING OF STUI F.) SEE NOTE 6-1 D. FOR SILL AND ANCHOR BOLT SI G.) WALL FRAMING RECEIVING NAILING AT 3" O.C. 6-6 CONNECTIONS A.) HOLES FOR THROUGH BOLTS SHALL BE DRILLED B.) ALL BOLTS,, NUTS, AND LAG SCREWS SHALL BE P AGAINST WOOD. C.) ALL BOLTS AND LAG SCREWS SHALL BE TIGHTEI` AT COMPLETION OF JCB. D.) LAG SCREWS SHALL BE SCREWED-, NOT DRIVEN, E.) FASTENERS IN PRESERVATIVE OR FIRE RETARDA 8-1 PREFABRICATED ROOF TRUSSES: A) PREFABRICATED ROOF TRUSSES: PREFABRICATE THE REQUIREMENTS OF THE ARCHITECTURAL AI B) COMPLETE CALCULATIONS AND SHOP DRAWING DETAILS, STAMPED AND SIGNED BY AN ENGINEI THE ENGINEER OF RECORD PRIOR TO SUBMITTP C) TRUSS DESIGN LOADS: TOP CHORD'I.IVE LOAD 20 PSF REDUC TOP CHORD!DEAD LOAD 10 PSF BOTTOM CHORD DEAD LOAD 8 PSF TOTAL LOAD 38 PSF UPLIFT LOAD AS REQUIRED BY THE 2 IN DOUBLE TOP PLATE OF STUD BEARING WALL SHALL OCCUR AT LONG WITH (12) 16d SINKERS EACH SIDE OF EACH SPLICE U.N.O. 1P U.N.O. EIGHT WHERE STUD LENGTH EXCEEDS 10'-0". DLTS HAVE BEEN INCORRECTLY PLACED, USE HILTI QWIK-BOLT II OF -E AND INSTALLATION PER MANUFACTURERS RECOMMENDATIONS STUDS TO CLEAR ANCHOR BOLTS ARE LVOT ALLOWED. STUDS PLATE, D FOR TEMPORARY BRACING ON ANY WALL FRAME. STEEL STRAPS ARE AN ACCEPTABLE ALTERNATIVE. -IFICATIONS. t LESS SHALL BE 3X 140MINAL LINO PER PLANS AND DETAILS. 6" OVERSIZE. 'IDED WITH FLAT OR MALLEABLE WASHERS WHERE BEARING UPON INSTALLATION AND RE -TIGHTENED BEFORE CLOS IN OR '0 PLACE. 8Q GILDING DIVISION TREATED WOOD SHALL BE HOT DIPPED GALVANIZED. 0 Wommol WWI ROOF TRUSSES SHALL BE DESIGNED BY THE TRUSS FABRICATOR PER STRUCTURAL DRAWINGS AND CBC 2303.4. INCLUDING LAYOUT, SIZE OF MEMBERS, AND CONNECTION LICENSED IN THE STATE OF CALIFORNIA, SHALL BE PROVIDED 1.0 FOR PERMIT AND PRIOR TO TRUSS FABRICATION. CBC - SummiT t Structural Design j PRUIECT:PIan 2;963 D) TRUSS BRIDGING SHALL BE AS REQUIRED AND SbECIFIED BY THE TRUSS FABRICATOR. E) TRUSS MANUFACTURER.SHALL OBTAIN ALL NECESSARY APPROVALS FROM THE PUBLIC AGENCIES INVOLVED IN GOVERNING CONSTRUCTION. F) TRUSSES SHALL BE DESIGNED FOR THE FQLI:OW NG MAXIMUM DEFLECTIONS UNDER DESIGN LOADS: GIVE LOAD' DEFLECTION = L/360, TOTAL LOAD DEFLECTION - L/240 9. DESIGN LOADS A) ALL DESIGN LOADS ARE PER CBC CHAPTER 16, D VISIONS I, II, III, AND IV U.N.O. B) ROOF LIVE LOAD: 20 PSF REDUCIBLE C) SEISMIC ZQNE:.D D) WIND SPEED: 110MI='H EXP C BUTTE COUNTY BUILDINGDIVISION APPROVED BUTTE COUNTY BUILDING DIVISION i APPROVED J ummit S1 ructuraI ®esign Project: PIan.2963 Engineer,: RKB Design of : Gravity Lc)ads Roof Slope= 6 to 12 Roof Dead..Load Ply .2.0 psi: Roofing 3.4 psf Framing 5:0 psf` Gyp 2:2 psf Insul 1.0 psf Misc. 3.5 psi: Total (sloped); 17.1 psf Total (horii). 18:0 psf Roof Live Load Roof Live load' 20:0 psf Wall Dead Load Siding 10.5 psf (exterior)' 3/8 Ply. 1.8 psf 2x, Framing .2.2 psf Gyp• 2.2 psf Insul. 1.3 psf Total _ - 18.0 psi Wail Dead Load 2x4 Framing Cal. 16" o:c. 1.6 psf (interior) .Gyp. 2 sides 4;4 'psf ` Total ( 6.0 psf BUTTE COUNTY BUILDING DIVISION i APPROVED 31 VIIAV NIA01 ill lei 4- t 1r: Ll CIO-) --� .. ......... . .. ........ O ,� v BUTTE COUNTY BUILDING DIVISION ,R0V'D = F 5LL 1-7 IE IF 4 v ill lei 4- t 1r: Ll CIO-) --� .. ......... . .. ........ O ,� v BUTTE COUNTY BUILDING DIVISION ,R0V'D = F 5LL 1-7 Summit Str ctural Design Project: Pian 2962 Engineer: RK.B Design of : Seisrni: Mass,and Seismic Load Development Area (ft2) Weight (lbs) Roof 4800 8'6556 Roof Snow (20%) 0 0 _ Height (ft) Length (ft Weight (lbs) Walls(ext) 9 330 26730 Walls(int) 9200 — 540.0 -- Total 118686 Roof Area (ftZ} Floor Area (ft) Ultimate Working Stress .4800 0 9897 7069 Roof Tris) Line.Shear (Ib) Shear (lbs) Wall Line Area (it Working Str ss rho Total 9.252`0 3711 1.00 3711 1' 2025 2982 1.00 2982 3 225 331 1.00 331 A 185 272 1.00 272 E), 2.220 3269 1.00 3269 c 239S) 3527 1.00 3527 U ®des i 91 n .m s SUr>rrrr�ary Report `ll 1 User=Specified Input o , Building Cede Refererece [)ocument 2012 I ternationai.Buildin.g Code. 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BUIL' !" - IVISl0N `. 0 18 4 012 0'kAPPROVED'. 09 0.0 � � 6 � `i'-� 0.00 0.00t--+---L } 000 0.20 0.40 O.GO 0.80 1;00 1.201.40 A. 1:60 ,x.00' 0..00 0.20 0.40' 0.60 0.80 1.00 1;20 1,40. 1.G0 1.90' 2.00 Periodu T (sec) Period, T (s.ec) ' Altfiouyb this information IS a--product of the u:s. Geological urvey; we provide nb warranty; expre zsed car implied, as toClic _ aCuracy'of the. data contafnc.d :therein, TI7is.tooi ls'not a sub titute for technical. subject-matterl,n(iw!l dgei: • � r i • .. ' ( - `- y , :'.1 it t .t L J.,y � - Level i Ib Wi (kips) � Summit Structural Desigin Project: Plan :2963 Engineer: RKB 1.0� 9.9, 10 Design of : Seismic. Load Development (ASCE 744) i i Seismic Design Category D Ss 0.626 Mapped 0.2'sec,spectr I response, occuparicy 2 S1 0.266 Mapped -1 sec spectral 'espons,e l �. Site Class ._.. In accordance with Ch 20 TL 16 SMS 0.81: Max Considered EQ SM1. 0.50 Max.Considered EQ SDS, 0.542 Design Spectral Response (0.2 Sec) SD1 0;332 Design Spectral Re'sp o �se (10 Sec) System Light Framed Shear Walls R 6.5 Omega 13 Cd 4 Ht Limit 65 Cs 0.08 12.8-2 Max Gs 0.49 Min Cs 0,02 (.01 outside of Si) Ct 0.02 x 0.75 Ta 0.10 Cu 14 Max T 0.15 No limit for drift Use T 0.10 Alt Ss 0.616 V= 0.083. *W H:.eight to Roof (hn) = 9 ft V=:9.9 kvert Dist Exp. (k) 1 Level Story Ht. (ft) hi (ft) Wi (kips) � '(wi*hi) (kip=ft)-�- Cvx Ve (kips) !VEQ (kips) � Diaph�(kips► ROOF�9--�� 119 1068 � 1.0� 9.9, 10 13 L Summit Structural Design Project: Plan 2963 Engineer: RKB Design.of : MWFRS-Envelope Procedure, (ASCE 7-10, Section .2-8.6) U NTY AVISION NED Conditions: - �, 1. Simple Diaphragm OF') CASE r3 (� (USE n=y') 2. Low-rise - 3. Enclosed 4. Regular Shaped 5. Not Flexible r� CASE A 6. Not Subject to: f��,, �; -�,/✓ \ a) across wind loading b). vortex shedding �-- - c) instability (gallop/flutter) d channelingeffect e) buffeting e g (upwind obstructions) !/ 7. A rox. S metrical Cross Section PP Y With Flat, Gable, or Hip Roof 5135° 8. Exempt From Torsional Load Cases Indicated in ��,`�J�/�, Note 5 of Fig. 28.4-1, or i the Torsional Load Cases do not 61, CASE A. ^` Control the Design: CASE i3� �` ''� o ' (1) story and h:530 ft. or (2) story max and light framed or (2) story max and flex. diaphragm L= 92 Long. Bldg. Dim. (ft) 2aL= 11.2 ft. - T= 73 ITransv. Bldg. Dim. '(ft) 4 2aT= .11.2 ft. V= 110 Basic Wind Speed (1 10 or 115 mph) LCF=: 0.60 'Load Combination Fator �= 1,21 �Wjustment Factor KZt= 1.00 'Topographic,F.actor Adjustment Factor for Bldg Height and hi= 14 glean Roof Height (ft) Exposure, A 0= 25 (:losest Roof Angle Mean Roof Exposure (50,10°,15°,20°,25°,or 30°) Ht. (ft) 13 C L) MWFRS Wind Loads (psf), ps=LCF*A*Kzt ps30 15 _ 1.00 1.210i 1./ G� Location ps, 0=0 ps, 0=25 Min. Niet Ovhg. 20 1.00 1.D'JI I rj1 A-110 13.9 5 9.6 25 1,00 1.35A B-110 � 2.8 4.8 30 1. 0 C-11(_ 9.?. :12.6 9. 5_ 5 1.45 1.10 D-110 2.9 4.8 40 1_.09 1.49 1.74 E-110 -16.8 -7.8 -•14.4 45 1.12 1.53 1.18 F-110 -9.5 -10.6 i 50 1;:16 1.56 1.i31 G-110 -11.6 �_ .6 -12.3 55 7..19 1.59 1.84 H-110 -7.3 8. 60 7..22 1.62 1.f37 U NTY AVISION NED oummit structural Design Project: Plan 295`53 Engineer: RKB Design of : C -FC -Envelope Procedure (ASCE 7-10 Section 30 5) HIE ROOF (7'< E) <25_I FLAT ROOF p11d GABLE ROOF GABLE ROOF (9<71 L= 92 Long. BltJg. Dim. (ft) T= 73 Transv. 131d.g. Dim. (ft) V= 110 Basic Wind Speed (110 or LCF= 0.6 Load Combination Factor A= 1.21 Adjustment Factor K,t= 1 Topogral)hic Factor h= 14 Mean Roof Height (ft) RAN= 2 Roof Angle Number (1=0°-7° 3=28°-415°) (7'< o <451 a (ft) .= 5.6 15 mph) 2=8°-27° Conditions: 1. Mean Roof hteight <_ 60 ft. -_ L I.) 2. Enclosed 3. Regular Shaped.01 (7 `' __- 4. Not Subject to: _! a) across wind loading. �. 1.00 1.35 b) vortex shedding RO 1.00 1.40 c) instability (gaillup/flutter) _ d) channeling effect - ° Co e) buffeting (upwind obstructions)_ 5. Flat Roof or Gable Roof 5 450, or Hip Roofs 270 C) G Adjustment Factor for Bldg �.. 50 Height and [Exposure, A 1.81 can Roof Ht. Exposure �-7---r--- FLAT ROOF p11d GABLE ROOF GABLE ROOF (9<71 L= 92 Long. BltJg. Dim. (ft) T= 73 Transv. 131d.g. Dim. (ft) V= 110 Basic Wind Speed (110 or LCF= 0.6 Load Combination Factor A= 1.21 Adjustment Factor K,t= 1 Topogral)hic Factor h= 14 Mean Roof Height (ft) RAN= 2 Roof Angle Number (1=0°-7° 3=28°-415°) (7'< o <451 a (ft) .= 5.6 15 mph) 2=8°-27° ft 0 L I.) 15 1.00 1.21 1.47 20 1.0.0 1.29 1.5.5 25 1.00 1.35 1.61 30 1.00 1.40 1.66 35 1.0115 1.45 1.70 40 1.09 1.49 1.7 45 1.12 1.53 1.78 50 1.16 1.56 1.81 55 1.19 1.59 1.84 60 1.22 1.62 1.87 C+C Wind Loads (pso, Pnet=LCF*A*Kzt*Pnet30 -_ Loc. Zone EWA (ff2L '1- Pnet Ovhg. Loc. Zone EWA ft2 Pnet + _ - +_ _ 0 Cr. 6 - I 4 11.6 6" 1 50 11.6 -1-3-.5-1 4 50 14F2JIEr I' 1 100 11.6 -13.1 I 4 100 3.4a rm,14�.,$� 2 10 111.6 -25.2 -29.5 4 500 11.8-t J J-• 13.1_1 2 20 - 6 - 3.L -29. 5 -G 5.8 .1 50 -2-T. 5 -29.5 _'_ 5 2 5.1 .7 ( 68.5_ - 5 5 -' 7.9 3 10 11.6 -37.2_ -49.6 5 100 13.4 -16 4 3 1 20 11.6 1 -34.8 -44.7 1 5 500 11.8 -'13.1 3 50 .6 -31.6 -38.3 - R_ OUNW DIVISION DlvLD Summit Structural DE.S.ign Project: Plan 2963 Engineer: RKB Design of : Wind Loads A` B C D End Zorn End Zone Int. Zone Int. Zone Line Min. Net Wall Cine Wall Area hoof Area Wall Area Roof Area Shear(lbs) Shear (lbs) Control 1 47� 38 - 158 257 3672 3384 3672 2 16 20 186 375 3775 383.5. 3835 3 47 38 930 634 930, A 36 24 698 461. 698- 8 11 12 120 1'83 2274 2194 2274 L C 69 7776 173 2888 2592 2888 BUTTE COUNTY BUILDING DIVISION APPROVED BUTTE COUNTY BUILDING DIVISIO Su rn M it Structura I Design Project: Plan 2963 Engineer: RK.B Desi n of;: Lateral f=orce Su4lary Mind..Seismic , Wall Line Shear (Ibs) Shear (Ib,$) Control - 1 -3E72 37,11ei S smic . 2 3835 � 9.8.2 Wind 3 930 331 Wind A 698 =272 Wind 13 2!74 8269 Seismic, C, 2888 3527. Seismic BUTTE COUNTY BUILDING DIVISIO 13UTTE COUNTY 13UILDINGI DIVISION APPROVED Is Summit Structural Design Project: Plan 2963 Engineer: RKB Design of: Shear Walls, Panel:Lhiekness 13,/8! Panel Orientation horttDlmension Across v: Studs i Nail Type (li.,.; Anchor Bold Dlarri. F/2 ..w. } E Stud Spacing 16 in o.c. Spec Grad. Of Framing 0.5 L Fnd Sill Plate Grade DF -L v• �y a'u.. AB in 2X Sill 620 lbs AB in 3X Sill 730 IN Sill Plate/Rim Anchorage Nail Embed Index It Nail length (in) Diam. (In) (in) Cd Load (Ibs) 1 12d 3.2.5 0.135 1.75 1.6 165 2 16d 3.5 0.148 2.00 1.6 189 3 20d 4 0.177 2.50 1.6 261 4 30d. 4.5 0.192 3.00 1.6 272 5 1/4" SDS 3.5 0.25 2.00 1.6 544 6 A35 1.6 695 7 A34 1.6 515, Shear Wall SW Plate Fastening SW Rim Fastening (No Ply E:N.) AB Spacing (ft) Edge Nail (in) Load,(Ibs) Fastener # Spacing Fastener # Spacing 2X Sill 3)(Sill 6 260 4:w 350 1 7.6 inches 6 32.1 inches 3.82 4.49 4, Note 1 380 1 5'.7 1 inches 6 23:8 inches 2:83 5.34 3, Note 1 490 5'.2 1 in:hes• 6 21.9 inches 1.31 3.07 2, Note 1 640 4.0 1 3.1 inlches 6 17.0 inches 1.01 2.38 44, Note 1 760 3 4.1 in�:hes inches 6 6 13.0 Inches 11,0 inches NG 1.83 33, Note 1 980 3 3.2 inches 6 8.5 inches NG NG 1.54 ]..19 22, Note 1 1280 3 2.4 inches 6 •6.5 inches NG 0.91 1. Use 3X1'raming at adjacent panel edges and stagger nailin 13UTTE COUNTY 13UILDINGI DIVISION APPROVED Is r Summit Sti uctural Design Project:.Plan 2963' Engineer: RKB Design of : Shear Wall Framing Total. _ Resistive. Segment Segment Lateral Wall Overall resistive Aspect Gravity `OT OT Righting Net Wall Load Length Lead Edge Nail Length ength Ratio Load Height Moment Moment M/D Line (Ias) (ft) (Filf) in (ft) (ft) Factor _(Ib/ft) (ft)- (ft -Ib) (ft -Ib) (lb) _ 1-w 3672 20.00 184 6" 4.00 4.00 1.00 150 9 6610 1200 '1472 1-eq3711 20.00 .186 6" 4.00 4,00 0.89 150 9 6680 1200 1490 2-w 3835' 14.00 274 4" 14.00 14.00 1.00 150 9 34517 14700 1835 2 -eq 2982 14.00 213 6" 14.00 14.00 1.00 150 9 26840 14700 1287 3-w 930 4.00 232 6" 4.00 4.00 1.00 150 .. 9 8369 1200 1912 3 -eq 331 4.00 , 513 6" 4.00 4.00 0.89 150 9 ' 2982 1200 566 A -,w 698 3.00 7.33 6" 3.00: 3.00. 1.00 150 9 6280' 675 1958 A -eq; 272 3.00 91 6" 3,00 100 0.67 .150 9' 2452 675 682 13-w 2274 19.50 1:17 6"' 4:00. 4.00 1.00 150 9 4198 1200 869 13 -eq 3269 19.50 1138 6" 4.00 4.00 0:89 150 9 6036 1200 :1329 C -w 2888 15.50 136 6" 3.50 3.50 1:00 150 4 5869 919 1519 C -eq 3527 15.50 228 4" 3.50 3:50, ,0.78 150 9 7168 919 1891 BUTTE COUNTY BUILDING DIVISION APPROVED Summit Structural Designs Project: Plan 2:96:3 Engineer: RK13 Design of: Force Transfer Around Opening in Shear Wali Locaticim Wall Line B Wall Shear Wall Dead Load Wall Length Wall Height Window Length Window Height Window X dire Window Y dim 1257 ## 150 plf 11.5 ft 9 f 4 ft 2 ft 3.5 ft 3.00 ft OT Force 467 # A B C D E F G H Element Dimensions. Element B ft H ft V horiz.(pif) f? horiz # V vert . If P vert fy A^�— 3`5 _- 4.00 ; 1 ! — .......... ........_._.....L_..._.-.._. 109 383 ....:__ _. 52 ( 207 - ...._..__ ._...-- ----4......--------00 ....._1................_1�9 _._�-- 43.� .._...:._........._.._67_.._._._.._.._......_.�67...._....__ C 4 4.00 10 ► 43.7 1 52 207 w_ --- D - 3;5_ .. 2.00- - 168 587 1 52 104 ._. .. _ 4...._....._._ _. 2 00 16'8 671 �._._52 104 F i 3.5 3.00 109 1 383 52 1 156 G 4 3.00 109 ;- 437 67 200 FI 4 3.00 , 109 437 52 156 Max 168 plf 67 plf Static Tie Forces Tie force into D Tie force into E Tie force From F Tie force from H Element Equilibrium Tie force at top of window into D Tie force at top of window into E Tie force at bott of window into F Tie force at top of window into H Max 204 # 233 # 204 # 233 # 124 # 142 # 93 # 107 # 233 # Upper Left Upper Right Lower Left Lower Right Upper Left Upper Right Lower Left Lower Right I-� BUTTE COUNT BUILDING DIVISION BUTTE COUNTY BUILDING DIVISION APPROVED Summit Structural Design Project: Plan 2963 Engineer: RKB Design of : Lateral Drags Lateral Overall Shea per Length to Drag Drag Wall load Length Foot be dragged Load Type Line (lbs) (ft) (p, f)* (ft) (lbs) - if applicable. 1-w 3672 65..0 56.5 49.0' 2768 C 1 -eq 3.711 65.0 57.1 49.0. .2798 C 2-w 38.35 42.0 -9.1.3 28.0 .2557 C 2 -eq 2982 42.0 71:0 28..0 1988 B 3-w 930 24.0 387 20:0: 775. A 3 -eq 331 24.0 13.8 20.0 276 A - A -w 698 15.5 450 12.5 563 A A -eq 272 15.5 17.6 '12.5 220 A. B -w 2274 92.0 24) 7 18.0 445 A B-e.q 3269 92.0 35)(5 18.0 '640 :A C=w 2888 92.0 3.114 15.0 471 •A- C-E�q 3527 92.0 38� 3 15:0 575 A BUTTE COUNTY BUILDING DIVISION APPROVED Summit ��tructurai Design Project: Plan 2963' Engineer: RKB Design of: Foundations Allowable Soil Bearing: Concrete Compressive Strength: Concrete Stem Wall (Non -Retaining): 6" wide with (1) #4 continuous full height. Provide #4 at 18" o Continuousfiootings: '15.00. psf 2500 psi t top and bottom of wall and #4 at 18" o.c. vertical developed by hook into footing, UA.0, I Width (in) Thick. (in) Cap (plf) Reir fo.rcing 12 12 1500 (1) #4 cont. 15 '12 1875 (2) 4 cont. 18 12 2250 (;3) 14. cont, 24 12 3000 (3) #4 cont. 30 12 3750 (4),#4 cont. Spread Footings: Reinforcing Cap. Label Size Thick. (in) Each Way Kips F1 1'-0" Sq. 12 (j) #4 1.5 F1.5 1'-6" Sq. 12 (2) #4 3.375 F2. 2'-0" Sq. 12 (l) #4 6 F2.5 2'-6" Sq. 12 (,) #4 9.375 F3 3'-0" Sq. 12 O #.4 13.5 F3.5 3'-6" Sq. 12 O #4 18..375 F4- 4'-0" Sq. 12 O #4 24 F4. 1) 41-611 Sq. 12 ( ) #4 3,0.37:5 F5 5'-0" Sq. 12 O #4 37.5 F5.5 _51-6" Sq *-12 (1!�I #5. 45.375 F6 6'-0" Sq. 18 (8) #5 54 F6..5 6'-6" Sq. 18 (9) #5 63.375 BUILDING DU I I M C®UINI I T Note: Bottom of each footing; shall be at least 12" b low. finished grade or as per local requirements. BUILDING DIVISION bodW. o r� s�mvnlrr roa worn Des Loads; COMPANYI PROJECT` Summit Sliudural: Design. Mar:°16, 2016 11:47 Check Calculation Sheet WoodWorks Sizer 10.1 .Load Type Dis::ribution, Pat- tern Location .I Start E:d tl Magni tilde Start End Un'_t Load 1 1 beat Ax ;;;1 UDL fb - 387 (Ecc. ._ 0. Of ' ) !io0 p77 Load2 Wind C6C Axilil u06 Unfact red: (Ecc. m 0.0 "1 440 PHLoad3 0.14 Roof cons_r. Axial UDL £cp= 781fcp/, {Ecc. ^ 6.0 "} 400 plf Load4' Wind C6C Ful:. Area De Dead Def IIn, :negligible 32.80"116.01'. psf Self -wet ht �T.r „t. n'r„ f.1;, Dead F'i , ..1 Axial UDI: 0.27 Tota'1 Defl'-n 93.. )18 Typical Stud Lateral Reactions (lbs): Anaif '/alue - --- Anal 3is/ si n she fv 21 Fv' m 288 V F'v' Bendtny(.1 fb - 387 Fb' - 1.288 fb/Cb' 0.30 9 _ D'. Fc' - 772 •- .- - Unfact red: Axsal Bearing fc - 148 Dead fc/F.C` = 0.14 Support Bear.in, fcp - 163 £cp= 781fcp/, ;find 189 Combined laxia' comp.:ession . s :de ..load: bending) 3. 9 - Roof Live De Dead Def IIn, :negligible 189 Factored: 0.08 <L4999 0.29 = L/360 0.27 Tota'1 Defl'-n ,L ->R 0.4.3 _,*I,/240 0,.18 Lumber 9'p t d, D.Fir-L, Stud, 2x6 (1-112"x5-1/2") Support: Lumber Stu Bb tom plate, C.Fir-L Stud; Bearing length = stud thickness Spac d at 16.0" dc; Total length: V-7.5": Pinned base; Loadlace = width(b): Ke x Lb: 1.0 x 0.0 = 0.0 (1t); Ke x Ld: 1.0 x.8.63= 6:63 (ill; Lateral support: top = Lb, bottom.= Lb; Repetitive factor: applied where permitted (rotor to online help); Analysis vs. Allowable Stress (osil and npfiartinn r„1 Criterion Anaif '/alue Cesi n Value Anal 3is/ si n she fv 21 Fv' m 288 V F'v' Bendtny(.1 fb - 387 Fb' - 1.288 fb/Cb' 0.30 Axial tc - 148 Fc' - 772 fc/Fc' 0.19 Axsal Bearing fc - 148 Fc• _ 1062 fc/F.C` = 0.14 Support Bear.in, fcp - 163 £cp= 781fcp/, Fco 0..21 Combined laxia' comp.:ession . s :de ..load: bending) 3. 9 - 0.3G De Dead Def IIn, :negligible Live 1efl'n 0.08 <L4999 0.29 = L/360 0.27 Tota'1 Defl'-n 0.08 = <L/999 I 0.4.3 _,*I,/240 0,.18 Additional Data: FACTORS: F/E1psi)Co CM Ct CL/C2 CF Cf.0 Cr Fv1.80 '1.60 1.00 1.00 •- _ _. - ! Fb'4 700 1.60 1.Q0 3.o0 1.000. 1.000 1.00 L.1.5 Fc' 85o 1.25 1.00 1.00 0.72.7 1.000 - - Fc'comb 850 .1.60 - - 0.64.1 - - F.' 1.4 million 1.00 1.00 - Em; n' 0.51 mi l lion 1.00 1.00 - Fc' 850 1.25 1.00 1.00 - 1.000 - - Fcp sup 625 - 1.00 1.00 CRITICAL LOAD COMBINATIONS: Shear : LC i;4 .6Dr. 6W, V - 113, V design = 113 Bend;. ng i+ -):LC 04 F .6D+.6W, M - 244 lhs-ft Deflection: LC 04 = .60+.4241 (li•le) LC 04 .GD±.42.W ('to.ali Axial LC lit D+ Lr, P - 1217 )lis Combined LC 95 - D.. 61r; 11 - fe/FCE) =0.89 Support LC'N3 - D.,75fLr+.6W): R - 1348 Abs, Cap = 6445 D-doad L=live $=snow W. -wind 1=impact Lr -roof live Lc -concent All LC's are. Listed in the Analysi:; output Load co;nbinations: ASCE 7-1.0 / IBC 2012 CALCULATIONS: Deflection: EI v 29e06'Lb-in2 "Live"'de:flection = Deflection from all non -dead, loads (live Total Deflection 1.50(Dead Load Deflection) i Live Load De Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International B 2. Please verity that the dofault deflection limits are appropriate for your applicaliol 3. FIRE RATING: Joists, wall studs, and multi -ply members are not rated rorfire an Cf rt. Ci t1C N 1.`00 '1..00 4 1.00 1.00 4 1.00 1.0'0 2 5 1.00 1.00 ,4 1.00 1.00' 4 1.00 1.00 2 1.00 1.00 3 Lb = 1.50"1 Cb = .1.25 ted E=earthquake wind, sno6r.:.) (IBC 2012), the National Design Specification (NDS 2012), end NDS Design Supplement, BUTTE COUNTY BUILDING DIVISION APPROVED COMPANY PROJECT Summit Structural Deslgn foodWork,° Mar. 16,2016.12:02' SOFT1PARf FOR WOOD Df S! x King -Trimmer for 16 Opening Deslgn Check Calculation Sheet I WoodWorks Sizer 10.1 Loads: Load Type Distribution Pat- tern Location I Start E t d Magnitude Start End Unit Loadl Dea Ax ,� Ecc. ,m") 2600 1 s Load2 Wind C§C Ax Lal (Ecc. 0,0 ") 2700 lbs Load3 Roof constr. Axial (Ecc. 0.0 ") 2430 lbs LOad4 Wind CLC Full Area R Roo Roof. I,i ve. .12.80 (9.00)` 1 psf .Self -+,eighty,,, Dead - Axial 51 lb's Lateral Reactions (lbs): y--'--__ - - 8'-7.5" - -- ---- - Unfactored: - 8'••7.5" - - - Dead 1273 1 R Roo Roof. I,i ve. 12-r3 Factored: Lurriber n•pIy` D:Fir•L, Stud, 2x6, 3 -ply (4-1l2"x5-1/7.') Support: on -wood; Bearing length = column width Total lion 8'-Z.5": Pinned baso; Load face = widlh(b); Built-up fa:otener. nails; Ke x Lb: 1.0 x 0.0 = 0.�ermitted (ft); Ke x Ld: 9.O x 8.63 = 8563.(ft); Lateral support: top = Lb, bottom = Lb; Repetitive factor: applied where, '(refer to online help); Analysis vs. Allowable Stress (osil and naflpet•Inn /int Criterion Analysis Value )esigr Value Anal sis/ esi. n Shear tv 46 A. fv Fv' 0.16 Bending(— fb - 871 Fin' - 1288 fb/Fb' 0.60 Axial fc = 205 Fc' 772 fc/Fc' 0.27 Axial Bea_-ing fc = 205 Fc' - 1062 fc/Fc• 0.19 Combined (axis compression + s Cie load bending) Eq.3.9-3 0.03 Dead Def I'n negligible Live Def.l'n 0.18 = L/505 0.29 - L/360 0.61 Total. De.fl'n 0. 18 m L/585 0.43 = L/240 0,41 Additional Data: FACTORS.: F/E(psi ICD CN, Ct CL/CP CF Cru Cr Cfrt Ci., Fv' 180 1.60 1.00 1.00 - - - - 1.00 1.00 Fb." 700 1.60 1.,00 1.00 5.000 1.000 1.00 1.15 1.6D 3.00 Fc' 050 1.25 1.00 1.60 0.727 1.000 - - 1:00 1.00 Fc'comb� 05o 1.66 - - 0..641. - - - _ E' 1.4 million 1.00 1.00 - - - - 1.00 1.00 Emin' 0.51 million 1.00 1.00 - - - - 1.00 1.00 Fc' 050 1.25 1.00 1.00 - 1.000 - 1.00 1.00 CRITICAL LOAD COMBINATIONS: Shear : LC 94 - .0f. 6W, V 164, V design = 764 Bendingi+): LC 114 - .6D+.6w, 14 1647 lbs -ft Deflection: LC 84 = .6D+•48VI (live) LC 114 = AD+..42W Itc.tal) Axial LC 112 = D+Lr, P - f081 lbs Kf -1.00 Combined LC 45 - D+ (.1, + ,fc/F,cE) _ .0.85 0=dead L -live S=snow W=wihd I=impact Lr.=roof live Lc=concen All LC's are listed inthe Analysis. output. Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: E1 29e06 lb-in2/ply "Live" deflection = Deflection frcm all non -dead loads (liv Total Deflection 1.50(Dead Load Deflection) + Live Load D Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International 2. Please verify that the default deflection Ilmile are appropriate for your applicali 3. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the p. 4. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire t LC 11 4 4 2 5 4 4 2 E=.ear.thquake wind, snow-.) lection. Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Desien Supplement. of NDS Clause 15.3. BUTTE COUNTY BUILDING DIVISION APPROVED 11 BUTTE COUNTY BUILDING DIVISION .APPROVED I'A- Summit. Structural Design Project: Plan' 2963 Engineer: RKB. Design of: 4x 1-imb(r Column Design Values (NDS 3.7) 4X DF -1.(N) 41 Fc E d KcE c CD 1400 1600000 3.5 0.3 0.3 1.25 Stability Reduction Column Capacity (Ibs) le (ft) Cp Fc' (psi) 04 4X6 4X8 .' 4X10 4X12 5 0.64 901 11041 17350 23660 29969 36278 6 0.55 767 9397 14766, ,"20136 25505 30875 7 0.46 649 7951 12494 17037 21580 26123 8 0..39 549 6729 10574 14418• 18263 22108 9 0.33 467 5718 89.85 12252 15519 18786 10. 0.29 399 4888 7682 10475 13268 16062 11 0.25 344 4209 6614 9020 11425 13830 12 0.21 298 3651 5737 '7823 991'0 11996 13 0.19 260 3190 5012 6835 8658 10480 14 0.16 229 2806 4409 6013 7616 9219 15 0.14 203 2484 3904 5324 6743 8163 16 0.13 181 2213 3477 4742 6007 7271 17 0.12 162 1982 .3115 4248 5380 6513 18 0.10 146 1785 2805 3824 4844 5864 19 0.09 132 1615 2537 3460 4382 5305 ;20 0.09 120 1467 2305 .3144 3982 4820 BUTTE COUNTY BUILDING DIVISION .APPROVED I'A- actural Design �i Values (NDS 3.7) e Summit: Sta Project: 'Plan 2963 Column Capacity (lbs) Engineer: RK6 6X10 6X12 Design of: fiX. Timber Column Desigl 6X6 DF-L(N) #1 33948 43000 52053 Fc: E d KcE 1000 1600000 5.5 003 41737 Stability 31685 38355 22917 Reduction 35139 20957 le (ft) Cp:. Fc' (psi) 6X6 5 0.87 872 26386 6 0.82 823 24895 7 0.77 770 23288 8, 0.71 715 21625 9 0;66 660 19961 10 0.61 606 18344 11 0.56 556 1680.6 12 0.51 508 15368 13 0.46 464 14043 14 0.42 424 12833 15 0:39 388 11737 16 0.36 355 10748•. 17 0.33 326 9857, 18 0.30 299 9058 19 0.28 276 8340 20 0.25 25.4 7694 actural Design �i Values (NDS 3.7) e Cp .0.3 1.25 Column Capacity (lbs) 6X8 6X10 6X12 35981 45576 55171 33948 43000 52053 31756 40224 48692. 29488 37351 45215 27220 34479 41737 25014 31685 38355 22917 29028 35139 20957 26.545 .32133 19150 24256 29363 17500 22167 7.6834 16005 20273 24541 14656 185.64 2.2472 134.42 17027 2.0611 12352 15645 18939 11.872 14405 17437 10492 13290 16088 BUTTE COUNTY BUILDING DIVISION APPROVED 11A Summit Str ctural�Design Project: Plan 29tH Engineer:RKB Design of: Roof Framing. Roof Loads OL= 18 psf LL= 20 psf Roof plywood: ` 1/2" APA rated. Exterior plywood or 056. Apply face grain perpendicular to framing;.stagger panels and nail with 8d t 6" o.c. edges and 12" o.c, field. Edge nail at, -gable ends, drags strap lines, blocking, and all supported edges. Trusses: Spacing = 24" o.c. Loads: T.C. Live Load = 20 psf T.C. Dead load = 10 psf B.C. Dead Load = 8 psf Total load = 38 psf Typical Headers (U.N.O.) Use 6X8 DF#2 COUNTYBUTTE DIVISIONBUILDING . .. . ...... . ... . ......... . ... . ............. . ..... ..... . ..... a ck— "D !Alo Vil" NIAMI TTE COUNTY NG DMS!0N ... .. ... .. . .. . ...... . ... . ......... . ... . ............. . ..... ..... . ..... a ck— "D TTE COUNTY NG DMS!0N -iu Wood Worl SOF71VARF FOR WOOD Des Loads: 11� COMPANY PROJECT Summit Structural Design (Ki Mar. 16, 2016 12:06 Check Calculation Sheet WoodWOrKs Sizer 10.1 Load - � Design value - - --- n Dead 1476 _7V -1- _ 331 v Fv' Type Distribution Pat -1 Location (Vt) fb/Fb' Magnitude Unit 1450 tern Start. £.d 0.73 =• L/396 Start End Loa 1 ea FU Area 1.20-- L/240 -- -- -----r-i 10,00 (6.001* psf Load2 Wind Cdc Full Area Length 1.00- 20.00 (6.001' psf soad3 Roof constr. Full Area 'Minimum bearing'langth 20.00 (6.001' psf ol:`-wei 1a "1'r, i I.-, -AF Dead 1 �, Fi 11 UDL 14.2 !.f Maximum Reactions (lbs) and B1:aring Lengths (in) : 24.-2' Beam1 Un facl'ored: Anal sus value Design value - - --- n Dead 1476 _7V -1- _ 331 v Fv' .Z Wi nd 1.450 Sb' = 2959 fb/Fb' 19TG Roof Live 1450 Factored: 0.73 =• L/396 0.80 - L/360 0.91 Tota! 3216 1.20-- L/240 -- -- -----r-i Bearing: Length 1.00- -- - Min read 1..00' 'Minimum bearing'langth seltina used: 1"for end sunenrts _ t . a'3_� Glulam-UnbaN4 DF, 5-1/8"x12" L, West Species, 24F B I/aminations, 5.1/8" maximum width, Supports: All-1-kriber-soft Beam. D.Fir-L No.2 Total length: 24'-2.0' ; Laterals pport: top= 24 bottom= a1 supports; (in) Analysisys. Allowable Stress IDsil and Deflertinn nnl I _. . n Anal sus value Design value Anal sis/�jes! n fv GS _7V -1- _ 331 v Fv' .Z r.e.di) tb 1717 Sb' = 2959 fb/Fb' T 0.58 1.'n 0.72 h/435 I.'o 0.73 =• L/396 0.80 - L/360 0.91 l'n 1.08 = L/268- 1.20-- L/240 0.89 Additional Data: FACTORS: F/E(Psi)CD CN Ct CL CV Cfu Cr Fv' 265 1..25 1.00 1..00 - - - - Fir 7.400 1.25 1.00 1.00 0.996 0.986 1.00 1.0, • Fco' 650 1.00 1.00 - - - - E' 1.0.mi1111oil 1.00 1.00 - - - Eminy' 0.85 mill ion 1..00 1.00 - - - - Onlythe .lesser of CL and Cv is applied, as per FIDS 5, 3 .'6 CRITICAL LOAD COMBINATIONS: Shear : LC 02 - D+'Lr, v = :!916, V.design 2664 11 sending.(+): LC 02 - D+Lr, M = 1.557 lbs -ft Deflection: LC 83 a D+.75(Lr+,42{4) (live) LC 0.3. D+.,75(Lr+.,4,261) (total) D=dead L=live S=snow W=wind I-imperet Lr -roof live Lc-concer A.II LC's are listed in the Arialysis output. 'Loa'd.combinations: ASCE?-10 / IBC 7.012 CALCULATIONS: DeClecC ton; EI = '1328e0G lb -int "Live" deftectio11 = Deflection from all non -dead loads (til Total Deflection = 0.50(Dead .Load Deflection) + Live Load'I Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International 2. Please verily that the default deflection limits are appropriate for your applicat 3. Glulam design values are for materials conforming to ANSI 117.2010 and mar 4. GLULAM: bxd = actual breadth z actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n), Cfrt Notes Cn4+Cvr LCB 1.-00 i.00 1.00 2 1.00 1.00 - 2 1.00 - 1.00 - - 3 - 1.00 - - 3 ted E-..earthquakb wind, snow...) flection. 3 Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 1d in accordance with ANSI At 90.1-2007 3.3.3. BUTTE COUNTY BUILDING DIVISION COMPANY PROJECT Summit structural Design jWo o t Wo r i< 1 O Mac t6, 207G 12:11 SorrlvARF. roR'lv000 Of n• ' Beam2 i Desi n Check Calculation Sheet WoocWorks'Sizer 10:.1 Loads: Load sis Value - Design Value Anal -sis/ esi n Shear t'v = 63 Fv' = 21' fv Fv Type- DSsCfibution Pat- Location (ftl fb/Fb 14agnitude- Unit 'ad torn Start E d Start End LoI DeaT i .. Area 0.30 L/240 0.26 10.00(2: 0)•.ps' Load2. wind CSC Full Area 20.00(25,001.' psf I.oad3 Roof constr. Full Area 20.00(25.001" psf Self -weight Dead Ftill UDL ;12':1 if Maximum Reactions (lbs) and Bearing Lengths (in) Un Factored: Dead 1(12'4 wind 1542 Roo fLivu 1542 Factored:. Total 3274 Bearing: Length1.00• 1,11 n. reg'd 1.00' 6'-2'. limber=slort 'ft, D.Fir-L, No.2, 6x10 (5.112"x9.1/4") Suppos;'Ali - Timber -soli Beam, D.Fir-L No,2 Total length: 6:-2.07'. Lateral su: top= at. supports, bottom= at supports: Analysis vs. Allowable :)tress (osi) and n IPP.tinn Iinl J CriterionAnal sis Value - Design Value Anal -sis/ esi n Shear t'v = 63 Fv' = 21' fv Fv 0.30 Dend!ng(+) Cb - 601 Fb' 1094 fb/Fb 0.62. Dead Defl'n 0.03 - <L/999 Live Defl'n 0.03 - <L/999 0.20 = L/360 0.17 ?otal Detl'n 0.68 - L/911 0.30 L/240 0.26 Additional Data: FACTORS: F/ElpsilCD 01 Cl: 'CL CF Cfu Cr Cfrt Ci Cn LCII Fv' .170 1.25 1.00 1.00 - - - - 1.00 .1.00 1-.00 2 Fb'+ 75 1.25 1..00 1.06 1.000 1.000 1.00' 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 I.QO - 3 CRITICAL LOAD,COMBINATIONS: Shear : LC 02 D+,Lr, V - 2926, V design - 2145 lb Bending(+): 'LC 92 D+Lr, M - 4450 lbs -ft Deflection: LC 83 D+.75(Lr+.424) (live) LC 113 D+.15(Lr+,4241) (total) D --dead L=Live S=snow W -wind rmimpact Lr -roof live 'Lc=concen rated E=earthquake All LC's ace .listed in the Analysis. output Load .combinations: ASCE 1-1.0 / IBC 2012 CALCULATIONS: Deflectton: El = 472e06 lb -!n2 "Live" def.tection Defloction from all non -dead loads. (lig(, wind, -snow...I Total Deflection 1.50(Dead Load Doflectfon) +"Live Load D flection. Design Notes: 1. WoodWorks analysis and design are in aculydancb with the ICC Inl'er6atiorial wilding Cbde (IBC 2012), the National C 2, Please verily that the default deflection limittrare appropriale.for your applicatio . I Sawn lumber, bending members shall be IatErally supported according io the prvlsions of NDS Clause 4.4,1: 1424 1542 1542 3274 1..00' (NDS 2012), ano NDS Oesign Supplement. BUTTE COUNTY BUILDING DIVISION APPROVED 11 EEID COMPANY PROJEC'r f Summit Structural Design ��'� A /o �� © Mar, 16,201612:12 1d/ \V/ Sr)141VARF. FOR WODp DEfr ",y eeam3 Desi n Check Calculation Sheet WoodWorks Sizer 10.1 Loads: Maximum Reactions (lbs) and Bearing Lengths (in) 5'-2„ 1% Unfactored:- Aral'sis Value Des dgn Value Dead 1001 Shear. I 1095 1C0! Roof Live 1095 Load Type - Distribution Pat- Location Iftl 2303 Magnitude unit 2303 Length 1.00• --- - - -- L'ern Start E d Start' End lonpth seltinp used: 1" for and sunnnrts -_ 1.00' Loa 1 Dead Fu T-Are� 16. 0(21. 0)• taad2 1iindCaC Full Area20.00(21.00)- pst psf LQad3 Roof'constr. Full Area 2.0.00(21.00)" psf Self-wei 9 ht "Trfhn`art wl 7-1 Deed _h , rI Full UDL .9.5 lf- Maximum Reactions (lbs) and Bearing Lengths (in) 5'-2„ 1% Unfactored:- Aral'sis Value Des dgn Value Dead 1001 Shear. wind 1095 1C0! Roof Live 1095 :095 Factored: - I V 0 5 'rota 1. 2303 - ------ -- Oeari.ngt 2303 Length 1.00• --- - - -- air. re 'd 1.00+ 1.00• -*Minimum bearing lonpth seltinp used: 1" for and sunnnrts -_ 1.00' Timber -s'11 D' Tim6 ND.2, ex8 (6-1/2"x7-1/4") .Fil- Suppo All - Tlmber•soft Beam, O.FIr-L No.2 Total length: 5'=2.d; Lateral sup orl: (op= at supports; bottom= at supports; Analvsis vs. Allowable fltrpsa rn,til anri Ilcfin,•+i,in iin% ._,_I ..-- __•_ Criterion Aral'sis Value Des dgn Value Ana lsis/ est n Shear. v -=So Fv _ 2 v Fv. ' U " Sending I.) fb 650 Fb' - 937 fb/Fb' 0.69 Dead Defl'n 0.03 = <L/999 Live Defl'n 0..03 <L/999 0.,17 - L/360 0.17 Total Defl'n 0.07 L/096 0.25:= 'L/240 0.27 Additional Data: FACTORS: F/F.(Ps i.)CD CM Ct. 'CL CF Cfu. Cr Cfrt- ci' Cn LCH Fv' - 170 1:25 1-.00 1..0- - - - 1.00 1.00 1-.00 2- Fb'+ 750. 1.25 1.00' 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 Mi 11 i.on 1.00 1.00 - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear : LC. fit - D+Lr, V = 2052, V design " 1531 lti Send ing(+-); 1.0 If = D+Lr, M - 260E lbs -ft Deflection; LC fl3 - D+."i5(Lr+.42Vf) (live) LC 111 - D..751Let.42Vr) (total) D=dead L=live S=snow V1 -wind 1-imprct Lr -roof live Lc-concen rated E -earthquake All LC's are listed in the Analysis output ::Dad co:r0inations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection:: EI = 227e06 lb -int "Live" deflection = Deflection from all non -dead loads tliv , wind, snow...) Tota! Deflection - 1.50(uead Load Deflection) + Live .Load D,Fleccion. Design Notes: 1. Woodworks; analysis; and design are in accordance viith the ICC International Quildirg Code (IBC 2012), the National Dasigri Specificetbn (NDS 2012), and NDS Oasign Supplement. 2. Please verify that the default deflection limits are appropriate for your appllcatio . 3. Sawn lumber bending members shall be laterally supported according to the pr visions of NDS Clause 4,4.1. BUTTE COUNTY BUILDING DIVISION APPROVED Load Anal sis Value Design Value COMPANY PROJECT ' fv = '32 Type Dis triburion Summit Structural Design Location (-t). Bending It: {`� o B� � Work f W,!) ^ �i Mar. 16, 2016 12:13 tern Start E ` sorrlyAaFrnawoouDFsr :a Loadl Beam4 Live Det'_'n Desi .'Check Calculatlon.Sheei .8.00(25.. 01' psf. Load2 Woodworks Sizer 10.1 0.o1. _ <L/999 Loads: 1.00. - Load Anal sis Value Design Value Analysis/ psian S11. a r fv = '32 Type Dis triburion Pat- Location (-t). Bending It: Magnitude. Unit Fb' - 937 fb/Fb' tern Start E d Start End Loadl Dead FLT Area Live Det'_'n 0:00 - 2L/999 '0'.10 - 'L/:360 .8.00(25.. 01' psf. Load2 Wind CK Arca 0.o1. _ <L/999 .0.15 = 0240 1.00. - 20.00 25.00 psf Load3.ull Roof constr. Full Area 20.00(25.00)' psf Self- Self -wet ht "Tri •i,ta ry Y! Dead Full UDL9.5 t +.� Bending.(+1' LC 82 - D+Lr, M - 1140 lbs -ft ).f Maximum Reactions (lbs) and Bearing Lengths (in) : 3'-2" Dead .7 Wind 792 Roof Live 792 Factored: Total 1677 Bearing: Length 1.00' 'Min reo'd 1.00+ Timber-s¢ft, D.Fir-L, No.2, 6x8 (5-1/2'W-1114") Supports: All - Timber -soft Beam, D.Fir-L No:2 Total length: 3'-2.9'; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress fn0l anA Criterion Anal sis Value Design Value Analysis/ psian S11. a r fv = '32 Fv - 212 fv Fv' - 0.15 Bending It: fb - 284 Fb' - 937 fb/Fb' 0.36 Dead Oefl'n 0.00 -= <L/999 1.00 1:00 - 2 Live Det'_'n 0:00 - 2L/999 '0'.10 - 'L/:360 1.00 - 0.05 Total Defi'n 0.o1. _ <L/999 .0.15 = 0240 1.00. - 0.07 Additional Data: FACTORS: F/E(psi)CD cy. .cc CL CF. .Cfu Cr Cfit Ci Cn LC 11 Fv' _70 1.25 1..00 1.00 - - -150 - 1,00 1.00 1.00 2 Fb'i, 7.,.25 1.00 !..Do 1.000 1..000 '1..06 1.00 1.00 1:00 - 2 Fcp' f, 2'S - 1,00 1.00 - - - - 1.00 1.00 - E' '1,.3 mi'llion 1.00 1.00 - - - - 1.00 1.00. - 3 CRITICAL LOAD COMBINATIONS: Shear LC 82 - D+Lr, V - 1479, V. design = 860 lb Bending.(+1' LC 82 - D+Lr, M - 1140 lbs -ft Deflection: LC 413 - D+.75(Lr+.42W) (live) - LC 113 - D+,75(Lr+.42W) (total) De S=snow W=wind T=impact Lr -roof live 'Lc=concen rated Ecearthquake A7.1 LCs a,;e listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection.: E1 = 227e06 lb-.in2 "Live" deflection - Deflection from all non -dead loads (live, wind, snow-,) Total Deflection - 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: --' ]. Wood Works analysis and design are in accordance with the ICC International Building Code '(IBC '2012), the National Design!Speclfication (NDS 2012), and NDS Dosign Supplement. 2. Please verify that the default deflection limits are appropriate for your applicalio�l. 3. Sawn lumber bending members shall be laterally supported according to the pr 9visio0s of NDS Clause 4.4.1. _ 192 192 1'� BUILDING DIVISION APPROVED 111v AD COMPANY PROJECT .� p Summit Structural Design ®�o'�1, d Q /0 o r (' i 0 Mar. 16, 2016 12:11 V`!11 iA`1 A�11 SOVITIVAARRCFOR tVOOD OOfSl',e BeamS Desi�n Check Calculation Sheet woodworks Sizer 10.,1 Loads: Maximum Reactions (lbs) and Bearing Lengths (in) : 10'.2" 1 Unfactorec: Load Type Distribution Pat- Location ft) 'Magnitude Unit' Fv 21. Wind 1281 Bending(+) 1189 tern Start -nd' Start. End . Loa 1 Load2 Loa d3 Self-weiht Dea Wind C&C. Roof constr. Geed .Po nt Point .Point Full UDL 1115 .0 5.00 5.00 22 8.. s 2520 lbs -2268 lbs 14.7 if Maximum Reactions (lbs) and Bearing Lengths (in) : 10'.2" 1 Unfactorec: Anal sis Va1ue Desi n Value 101-111 Dead 1227 f.v m r Fv 21. Wind 1281 Bending(+) 1189 Roof. Live 1153 6.72 1239 Factored: 1115 Total 2668 - -- Dearing: Total Defl'n 0.21..= L/567 Length 1.00• ---- ----- Min rey'd 1,00.' 'Minimum bearing onglh selling used: 1" for end supports - 1.e`1,_ Tlmbersoft, D:Fir-L, No. 1, 6x12 (0=1/2"xll-1/4") Suppor s:.All - Timber -soft Beam, D.1=ir-L No.2 Total length: 10'-2.0": Lateral sup ort: top= at supports; bottom= at supports; Analysis vs. Allowahle FitrPsc In,zll and nosle..fi- 1;-1 -�- Criterion Anal sis Va1ue Desi n Value Anal sis/ es'i n Shear f.v m r Fv 21. ry .Fv' 0,. Bending(+) 'fb =� 1202 rb' - 1666 fb/Ft3` 6.72 Dead Oef).'n 0.00 6 <L/999- ' Live Defl'.n 0,09 <L/999 0.34 = L/360 0,.26 Total Defl'n 0.21..= L/567 0.50 = L/240 0.42 Additional Data: - FACTORS: F/E(psi )CD CD1 C CL CF' Cfu Cr C f r t Ci C Lc 0. Fv170. 1.25 1.00 1.00 - - - 1.00 1.00 1.00 2 Fb'+ 1.150 1.25 1.00 1.00 0.987 1.000 1.00 1.00 1.00 !.00 - 2 Fcp' 625 - 1.00 1.00 - - - - l,00 1.00 - E' !.6,1-1111on 1.00 1.00 - - - - 1.001,00 - 3 Emir,' 0.58 million 1.00 %1.00 - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear : LC 82 D+Lr, V = ,2300, V design - 2365 lb Bending (•); LC 02 D, Lr, M - 11.618 lbs -ft Deflection: LC. 03 - D+.75(Lr+.42Y1) (live) LC 03 = D+.75(l: +.4241) (total) D=dead L -Live S=show W=wand Imimpact Lr -roof live Lc=concen rated E=earthquake All LC's ace listed in the Analysts. output Load combinations: ASCE 7-10 / IBC: 20.12' CALCULATIONS: Deflection: EI - 1044eC6 lb -int "Live" deflection Deflection from all non -dead loads (live, wind, snow.,) - Total Deflection •• 1.50(Dead Load Deflection) + Live -Load D flection. Design Notes: 1. WoodWorks analysis and design are in accordance will) (he ICC International Euilding Code (IBC 2012), the Notional Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your applicatio . 3. Sawn lumber bending members shall be laterally supported according to the provisions of Nos Clause.4.4.I. - BUTTE COUNTY BUILDING DIVISION APPROVED hi AID COMPANY PROJECT Wood.Workso Mar. 16,201612:14 SOOrTARRfFOR WOOD'OfS/Beam6 Desi in Check Calculation Sheet WoodWorks Sizer 10.1 Loads: Load -- I Type Maximum Reactions (lbs) and Bearing Lengths (in) Unfactored! -Dead .2310 wind 2439 Roof'Live 2439 Factored: Total 5237 Bearing: Length 1.57 Min req'd 1.57 16'-3:1" 16'•1.6" 2310 243! 1 243!) 523`1 1 .3! Glulam-Unba ., West Species, 24F -V4 DF, 5-118"x1.2" 8 I minations, 5-118" maximum width, Suppor s: All - Timber -sof Beam, O.Fir-L No.2 Total length: ir3'-3:1"; Lateral sup ort: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps:i) and Deflection (in) using NDS 2012: Criterion Shear Anal avis value Cesimi Va3ue. Distribution Pat- Location (!t) fv A Eb = Magnitude Unit Fv' m Fb' P 37.1 2670 Loadl - Uead F1 T are@, tern Start E d Start End = 0.64 Load2 Load3 wind C&C FU11 Area 0.54 L/360 18.00115. 8:00 1 .001 put 20.00(15,00)' Total Def7'n 0.53. = Self -weight Roof constr. Dead Full Area .0,78 n a puf 20.00(15-.00)• psf "1'rl Otary' K.dt1 'CI Full UDL 14.2 if Maximum Reactions (lbs) and Bearing Lengths (in) Unfactored! -Dead .2310 wind 2439 Roof'Live 2439 Factored: Total 5237 Bearing: Length 1.57 Min req'd 1.57 16'-3:1" 16'•1.6" 2310 243! 1 243!) 523`1 1 .3! Glulam-Unba ., West Species, 24F -V4 DF, 5-118"x1.2" 8 I minations, 5-118" maximum width, Suppor s: All - Timber -sof Beam, O.Fir-L No.2 Total length: ir3'-3:1"; Lateral sup ort: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps:i) and Deflection (in) using NDS 2012: Criterion Shear Anal avis value Cesimi Va3ue. Anal. sis/ eai n Bend Ina f+) fv A Eb = 100 !854 Fv' m Fb' P 37.1 2670 'v Fv. - !U/F'o' .3ti Dead Def9'n 0.33 = L/593 = 0.64 Live Def!'n 0.37 - L/528 0.54 L/360 Total Def7'n 0.53. = L/365_ 0.81 -• !,/l.40 .0,78 n a Additional Data: FACTORS: F/E(ps-i ICD CM Ct CL CV Cru Cr Cfrt Notes Cn•Cvr LCI! Fv' 265 1.25 1.00 1.00 1.00 1.00 1.00 2 Fb'+ 2400 1.25. 1.00 1.00 0.959 1.000 1.00 1.00 1.00 1.00 2 Fcp' 650 - 1.00 1.00 - - - 1.00 E' I,8 million 1.00 1.00 - - 1.00 3 Eminy'' 0:05'mlllion '1.00 1.00 - - - - 1.00' CRITICAL LOAD' COMBINATIONS: - 3 Shear : LC. lit - D+Lr, V 4'712, )/ design = 4089 lb's Bending(+): LC N2 = D+Lr, M s 19001 lbs-f.t Deflection: LC 113 - D+.75(Lr+.42141 (live) LC 03 N. 75.(Lr+ .42WI (total) D=dead L=live ,S-sno%v 'rr=wind 3=Impact Lrvzoof live Lc -concent All LC's are listed in the Analysis output. Load combin6tions: ASCE 7-10 % 16C 2012 CALCULATIONS: Deflection: E1 = 1328eO6 lb-Ln2 "Live" deflection Deflection fron all non -dead loads (live Total Deflection == 0..50(Dead Load Oefleetion) + Live Load De Design Notos: 1. WoodWorks analysis and design are in accordance with the ICC International 8 2..Please verify that the default deflection limits Oro appropriate for your applicatior 3. Glulam design values are for materiels conforming to ANSI 117-2010 and menuf 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Seams shall be laterally supponed according to the provisions of NDS C 6. GLULAW bearing length based on smaller of Fcp(tension), Fcp(comp'n). edE-earthquake w-nd, snow...) lection. 1 Code (IBC 2012), the National Design Specification (Nos 2012), and NUS Design Supplement. id in accordance with ANSI A196. 1.2007 3.3.3. BUTTE COUNTY BUILDING DIVISION APPROVED h COMPANY PROJECT ` Summit Structural Design W2016o�� Works13:35 SOrM AREFOR,WOOD UEiICN Beam? Desi In Check Calculation Sheet Wood'Norks Sizer 10.1 Loads: Load Type Distribution Pat- Locat.ion Ift) Magnitude Unit. 1. tern SCait End *.Start End Loa Dca Point 5-01___U0_1_ 1oad2 Wind C&(, Point 950' s Load3 Roof consir. Paint . 1000 1ps. Sel f-wei ht Dead 4.50 901.1 Alis, fLl..l UDL 12.1 if Maximum Reactions (lbs) and Bearing Lengths (in) Un fac Co,r ed: Dead 'Ind Roof. LiveFae toted;Total re'd J'9' - - _ a 1StBeering;Length aO4GMin selling used:, V for and supports -" 1.00' 1 00 ` 'Minimum bearing length limper -so , DYlr-L, No.2, 6x10 (5-1/2"x91!4") Support : All - Timber -soft Beam, D.Fir-L No:2 Total length: 9'-8.0"; lateral sup rt: lop= at supports, bottom= at supports; Analysis vs, Allowable Stress (psi) and Deflection (In) usingNDS-2012: Crf.teriori Aria! si. value Cosi n 4alue Anal 3f.s/ :(011 Shear fv J1 Fv = 212 v Fv' Bending(.) fb '714 Fb' 1094 Dead Defl'n 0.07 <L/999 fb/Fb' Live-Def)'n 0.07 <L/999 0.32 = L/360 Total Defl'n 0.17 L/ri.63 0.40 I,/240 Additional Data: - - FACTORS: F'/E(psi)CD Cl" Ct CL CF Cfu Cr Cfr[ Ci Cn LCff Fv' 170 1,25 1..00 1.00 - . .00 11:00 1.00 1.00 2..00 1. F'b'+ 075 1.25 1,00 i 1.00 1.000 1000 1 00 100 Fcp' 625 - 1.00 1.00 - _ - 2 E' 1.3million 1.,00 1.90 _ _ _ 1,00 1,00 - CRITICAL LOAD COMBINATIONS: _ 1.0o 1.00 - 3 Shear n : LC k2 = D+Lr, Y = 1374, y design 1664 lbs Bending(+): LC 82 = D+Lr, F!1= 4668.lbs-ft Deflection:..LC-fl3 = 6+.75(Lr..42W1 (live) LC 83 - D+.75(Li-+,42!•.11 (total) D=dead L=live S=snow Wawind 1 -impact Li«roof live Lcaconcent ated:E=earthquake All LC's ars listed in the Ahalysis output Load .combinations: ASCE7-10;/'IDC 2012 CALCULATION!,: Deflection: EI - 472e06 ib-in2 "Live" deflection Deflect.ipn frola all. non -dead loads (live, wind, snow...) Total Deflection 1.50(Dead;'' Load Deflection) + Live Load De lection. Design Notes: 1. WoodWorks analysis and design ,are !n accordance with the ICC International 8 Ilding Code (IBC 2012), the National Design Specification (NOS 2012), and ND§ Design Supplement. 2. Please verity that the default deflection limits are appropriale.for your applicafio. 3. Sawn lumber bending members,shall1be latersliy supported according to the pro isions'of NDS Clause 4.4.4: BUTTE E C®U BUILDING DIVISION APPROVED S stems Pl us L y umberCo.' 1800 S. Barney Rd. REVI EWED Anderson, CA 96007 FOR CODE COMPLIA 4CE (530) 378-6800 (530) 365-5903 fax Trusses & Pre Manufactured Wall Panels AUG 2 2016 systplus@systplus.com www.systplus.com com E _ INTE WEST NG-GRO1 1P ICC ES Report ESR -1311& ESR 1988 i C r -1 SPECTION AGENCY ber Products Inspection, Inc. IAS Certified Inspection No. AA -702 Ti "'"` p m Fabrication in compliance with GG� 2 6 2016 S.E. 124 Avenue 2013 CBC SECTION 2303.4.2 9'c � Vancouver, WA 98684 F I13C/IRC 2012 SECTIONS (2303.4/R802.1.Oroof .8502.11 floor) INTERWEST *.: Tel: (360) 449-3138 NSULTIPI� G'ZOtlP Fax: (360) 449-3953 • , TRUSS ENGINEERING *This engineering is valid ONLY 'y LAYOUT - YES ■❑ NO ❑ Standard Truss Detail Title Detail # = Included for trusses, manufactured by Systems Plus Lumber Co. • Gable End 85 Wind B 1 Gable End 110 Wind B IA Gable End 110 Wind C, -" 113 Hat Truss over 6/12 2 Hat Truss under 6/12 2B Web Bracing Details 3 Valle Fill Frames 4 Oen 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 I 1 Purlin Gable • 12 BCSI at www.sbcindust .com BCSI-B1 Summary Sheet at wvvw.sbcindust .com Systems Plus Job Numaer - (�-I i C� Date' Revision(s) BUTTE TY Customer PERMIT Ii O 1MA� 4 216 JUTTE COUNTY DEVELOPMENT SERVICES Project r WIEWEDUWEPLIFOR ANCE MENT - Locatio"n - � SERVICES ---- BY PRIOR TO ERECTING TRUSSES, READ TRUSS DATA SHEET A NOTE BCSI-131 SUMMARY SHEET GUIDE FOR HANDLING, INSTALLING NOTE AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES • Y « �' .• ... �,..^ ..� Vim/ C0 \ /'•,/ NOISING 03AOIJddV Miming ,UNn00 3iini3 • ,50j no 0 J03(111 J0417) J0314) o E0218) mo c W02 Wol • Joi b Jot • JOZA g _ J02 • `"Ililll Ilillllllliill IIIllill11111111i11f!Pi •A32 ;;;; IEJ03B 131• J,DI I I I I I I� I I I I I I I III II I I I 111 l "'°• J02 woz Pllllllliiii'I il�f'lililll' ' 9 Jot ' VIII I{1111IIIP An ti� J14m (IfS If!I!i�—I' Ate. ti s o •"s 8.00-00A24 A25 A24 u -- A22 W02 it •J01r$ c \— A21 11I` A20 • J02• IIP • J23-- (l i A19 . J24 — i A18 • J23 P I I) 8-00-00 A17 • J02 ' < --AID . Jo1 ) A18 - WDI j : A14 • • "s— Al2 4-0OODrs. m Wal AID I• j I I 1 A08 A07 „ ,IIiIIII I1 tlilolllllll�I ADB , I ADB Z ,i111I11IHII1 IIP. Aoa . �IIIIIIIIIII! VIII. ,IM A03 . 111111111! I.IIIFn IIli. ,II<I' 111lI1i' 111111111, A02, olll+ A01 , • J26 J02 . • . J28 J0, WOt 814 J03(4) 2 • .111 803 , • 1111 • • • •I 802• .,III'�Ifior%( • J02.—D,02ggp b . Jot W01 'IP F s J03(7) ROOF TRUSS LAYOUT SCAU: UM SYSIFMS PIIS (.UA1:I3FRC(j, vita . 1603.024 ` Paridise MiTek® f MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 • Telephone 916/676-1900 Re: 1603-024 fax 916/676.1909 Avila 4 • • 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: R46856908 thru R46857011 My license renewal date for the state of California is December 31, 2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 . These truss designs rely on lumber values established by others. Q�pFESS/O/Vq4 , 415) ONIO yF��c� • C 76428 z Qf o * EXP. 12/31/2016 N ' March 21,2016 Hernandez, Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TP1 1. BUTTE COUNTY { BUILDING DIVISION APPROVED • i r Job Truss Truss Type Qty Ply Avila TOLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd R46856908 1603.024 A01 Roof Special Girder 1 �f 2 Job Reference (optional) .TJI=mJ 11—LV.—Vv, IUVUCrtJvrv, VM t."us.lepL'JLuio MlteKlnauslnes,Inc. Mon Marzlub:Zu:9l zol a Pag01 ID:VKctW1_rgOkNgUKuzQBjsEzdl3w-ommWcDUxzH7d8vC?Zodf10pT65oQuwp Sbru9kzlYnRO r1-8-0, 3-3-4 6-0.0 10.10.10 15-9-4 2o -o -D 23-0.0 28.0.0 29-0-0 32-0-0 38.0.0 38.8-12 42-0-0 A3-&0 1.8.0 3.34 2-&12 410.10 4.10.10 4.2-12 3-0-0 3-0-0 3.0.0 3.0.0 4-0.0 2-6-12 3.3.4 1-&0 Scale = 1:77.8 5x6 = 3.3.4 8.0.0 10.10-10 15.9-0 20-0-0 230-0 29-0.0 32-0.0 i 38-0-0 I 38-8-1242- -0 LOADING (psi) 1 H -AK= -1261/152, H -AL= -1346/172, I -AL= -1249/187, I -AM= -2603/300, J -AM= -2696/285, BUTTE U^ COUNTY 2x4 II 1 AM TOLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP 2x4 Plate Grip DOL 1.15 TC 0.42 5X6_ NAILED MT20 220/195 TCDL 10.0 J BC 0.44 8.00 12 NAILED 4x8 = 4x8 = 5x8 = H 5x8—=— 6x6 = 0.03 N n/a n/a D NAILED ENAILED F AK (Matrix -M) K U Weight: 505 Ib FT = 20% 3x4 C 76428 y m VII 3X5 I- LUMBER- C AG C E, G TOP CHORD AN AP M BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std G 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 30.0 psf on overhangs live loads. REACTIONS. (Ib/size) B=1079/0 -5 -8,W=3976/0 -5-8,N=2557/0-5-8 T �4F Max Horz E=-109(LC 11) 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 AA—- — -A^ ^ Max UpliftB=-214(LC 10), W=-502(LC 10), N=-309(LC 11) N N TA 3�tq O I� d AA Z AO AR Y AS X W V U T AT AU S R O P AV 4x5 = 2x4 II 4x8 =NAILED 2x4 11 4x8 4x8 = 4x8 = 5x8 = 4x4 = 4x4 = 2x4 II 4x8 HJC26 NAILED NAILED JUS24 4x4 = 4x8 = THD262 3.3.4 8.0.0 10.10-10 15.9-0 20-0-0 230-0 29-0.0 32-0.0 i 38-0-0 I 38-8-1242- -0 LOADING (psi) 1 H -AK= -1261/152, H -AL= -1346/172, I -AL= -1249/187, I -AM= -2603/300, J -AM= -2696/285, BUTTE U^ COUNTY J -K=-2691/234, K -AN= -3749/356, AN -AO= -3749/356, L -AO= -3749/356, L -AP= -4180/432, M -AP= 4234/423, M -N=-5739/581 of �J f V TY BUILDING D TOLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.42 Vert(LL) -0.09 R >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.44 Vert(TL) -0.18 R >999 180 L -Q=-127/1473, M -Q=-1571/205, M -P=-128/1290 BCLL 0.0 ' Rep Stress Incr NO WB 0.72 Horz(TL) 0.03 N n/a n/a Code IBC2012rTP12007 (Matrix -M) 2) All loads U Weight: 505 Ib FT = 20% BCDL 0 C 76428 y m connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. � Z LUMBER- BRACING - EXP. 12/31/2 6 TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-11-1 oc purlins. BOT CHORD 2x6 DF SS G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std G 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 30.0 psf on overhangs live loads. REACTIONS. (Ib/size) B=1079/0 -5 -8,W=3976/0 -5-8,N=2557/0-5-8 non-concurrent with other 7) Provide adequate drainage to prevent water ponding. OFC Max Horz E=-109(LC 11) 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 AA—- — -A^ ^ Max UpliftB=-214(LC 10), W=-502(LC 10), N=-309(LC 11) Max Grav B=1398(LC 41), W=4150(LC 36), N=3014(LC 36) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2134/362, C -D=-1823/354, D -AG= -1574/342, AG -AH= -1576/342, E -AH= -1579/342, E -AI= -207/2711, F -AI= -207/2711, F -AJ= -484/367, GAJ= -483/369, G -AK= -1320/137, 1 H -AK= -1261/152, H -AL= -1346/172, I -AL= -1249/187, I -AM= -2603/300, J -AM= -2696/285, BUTTE U^ COUNTY J -K=-2691/234, K -AN= -3749/356, AN -AO= -3749/356, L -AO= -3749/356, L -AP= -4180/432, M -AP= 4234/423, M -N=-5739/581 of �J f V TY BUILDING D BOT CHORD B -AA= -364/1865, Z -AA= -364/1865, Z -AQ= -722/684, AQ -AR= -722/684, Y -AR= -722/684, Y V I VI S I O N Y -AS= -722/684, 0 722/684, 022/684, /711/334, , is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the T -U=-422/458, T-AT=/1384, AT-AU=/1384, S-AU=01384, R -S=-2223744, Q -R =-270/3702, / APPROVED Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Q -AV= -451/5079, P -AV= -451/5079, N -P=-451/5079 Citrus Heights, CA 95610 WEBS C -Z=-390/100, E -Z=-140/1473, E -Y=0/308, E -W=-3207/492, F -W=-1997!217, F -V=-169/3261, G -V=-1949/155, G -T=-119/1649, H -T=426/116,1 -T=-833/97, I -S= -253/2173,J -S= -404/114,K -S=-2070/254, K -R= -379/263,L -R= -528i655, L -Q=-127/1473, M -Q=-1571/205, M -P=-128/1290 NOTES- (18) -SSION14 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. QlJQf Q O N 0 Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. =�Q` 2) All loads U 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 C 76428 y m connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. � Z 7D 3) Wind: ASCE 7-10; Vuk=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS left EXP. 12/31/2 6 (envelope) gable end zone; cantilever and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; 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 30.0 psf on overhangs live loads. �Q- non-concurrent with other 7) Provide adequate drainage to prevent water ponding. OFC 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will AA—- — -A^ ^ eAweenAhm.battom chord and any other members with BCDL = 10.0 sf. MGI vi f c I ,cV IV ® WARNING - VaMy design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 691.7477 rev. 111/0.12016 BEFORE USE. R Design valid for use only with MffekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not e a truss system. Before use. the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage. delivery. erection and bracing of trusses and truss systems, see ANSI/fPll Qualify Criteria, OSB -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Avila a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall R4685e908 t603-o24 A01 Roof special Girder t Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 S Sep 29 2015 MiTek Industries, Inc. Mon Mar 21 05:20:51 2016 Page 2 ID:VKctW1 rgOkNgUKuzQBjsEzdl3wommWcDUuzH7d8vC7ZodflOpT65oQuwp_Sbru9kzYnRQ NOTES- (1 e) 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 214 Ib uplift at joint B, 502 Ib uplift at joint W and 309 Ib uplift at joint N. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Use USP HJC26 (With 16d nails into Girder & 10d nails into Truss) or equivalent at 6-0-6 from the left end to connect truss(es) to back face of bottom chord. 14) Use USP JUS24 (With 10d nails into Girder & 10d nails into Truss) or equivalent at 13-11-4 from the left end to connect truss(es) to back face of bottom chord. 15) Use USP THD26-2 (With 16d nails into Girder & 10d nails into Truss) or equivalent at 38-1-8 from the left end to connect truss(es) to back face of bottom chord. 16) Fill all nail holes where hanger is in contact with lumber. 17)"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. 18) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -D=-80, D -G=-80, G-1=-80, I -K=-80, K -L=-80, L -O=-80, B -N=-20 Concentrated Loads (lb) Vert: D=-139(8) X= -363(B) Z=-501(8) AG= -139(B) AH= -139(B) AI= -139(8) AQ= -36(B) AR= -36(B) AS= -36(8) AV= -1645(8) ®WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED NBTEK REFERENCE PAGE A01-7473 rev. f0/09/2015 BEFORE USE. *��R Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI BuOding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. - Suite 109 Citrus Heights. CA 95810 Job • 4-14 4.812 '1-10.10 Plate Offsets (X Y) [13:0-5-4,0-0-411, [F:0-3-8,0-2-01, fG'0-4 0 0 2 0] [1:0-4-0 0-2-0] [R:0-4-8,0-1-81 Avila846856909 LOADING (psi) 1603-024 1:0-2-s Roof Special 1 1 Job Reference o tional !15.20:5- 7 A 0- 1 SYSTEMS PLUS LUMBER CO, ANDERSON, CA '�"" "'�� " """ "" "" "'"""""" """""" "'""' ""'-"" "-'- ' -'- ID:VKctW1_rgOkNgUKuzQBisEzdl3w-DLSeEFXpGCVB?NxaEwAMwfRvalg05G6Q8Z3Ym3zYnRN 1 0 11 10.10 15-9-4 22-0-0 26-0.0 30-0-0 - _3"---^ 0 37.8-12 42-0.0 43-BAi 1-8-0 43.4 3-8-12 3-10.10 3-10.10 8-2-12 4-0.0 4-0-0 40.0 3-8-12 434 1.8-0 Scale = 1:77.8 AG H AH W v U 4x5 2x4 I I 4x8 = 2x4 11 3x10 = - 4x10 =3x10 = 7xB = 3x4 = 2x4 I I = 3x5 = 3x6 = I- . 43-0 8-0-0 11.10.10 15-9-4 22-0.0 - 30.0.0 - 340.0 37.8-12 42-0.0 4-14 4.812 '1-10.10 Plate Offsets (X Y) [13:0-5-4,0-0-411, [F:0-3-8,0-2-01, fG'0-4 0 0 2 0] [1:0-4-0 0-2-0] [R:0-4-8,0-1-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.73 • Vert(LL) -0.14 P -R >999 240 MT20 220/195 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.38 Vert(TL) -0.35 P -R >889 180 TCDL 10.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.03 L n/a n/a BCLL 0.0 ' Code IBC2012/TP12007 (Matrix -M) Weight: 218 Ib FT = 20% D 0 LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-0-10 oc pudins. BOT CHORD 2x4 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 5-3-12 oc bracing. WEBS 2x4 DF Stud/Std G 'Except MiTek recommends that Stabilizers and required cross bracing F -R: 2x4 DF No.2 G be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=568/0 -5 -8,S=2641/0 -5-8,L=1231/0-5-8 Max Horz B=109(LC 10) Max UpliftB=-103(LC 10), S=-242(LC 10), L=-161(LC 11) Max Grav B=944(LC 41), S=2992(LC 35), L=1688(LC 36) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -AD= -1034/92, C -AD= -936/110, C -D=-472/260, D -E=-328/202, E -AE= -50/1563, ����� COUNTY F -AE= -50/1563, F -AF= -680/117, G -AF= -679/117, G -AG= -852/150, H -AG= -684/162, H-AH=-2014/283,1-AH=-2183/272,1-AI=-18B2/211,AI-AJ=-1882/211,J-AJ=-1882/211, BUILDING DIVISION J -AK= -1876/223, K -AK= -1991/213, K -L=-2508/228 �7 BOT CHORD B -W=130/838, V -W=-130/838, U -V=-688/190, T -U=-688/190, S -T=688/190, R -S=-1563/176, Q -R=0/998, Q-AL=0/998, AL-AM=0/998, P-AM=0/998, O -P=-52/1688, APPROVED N -O=-126/2138, L -N=-126/2138 WEBS C -V=-663/99, D -V=-280/52, E -V= -82/1014,E -S= -1350/140,F -S=-1914/201, F -R=-104/2631, G -R=-850/164, H -R=-650/41, H -P=-18711697, I -P=-1493/227, • J -P=-92/284, J -O=-11/359, K -O=-527/86 NOTES- (11) 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�pFESSIONg4 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct= 1 OQ `ONTO 3) Unbalanced snow loads have been considered for this design. Ali y 2C 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 30.0 psf on overhangs non -concurrent with other live loads. 0� 5) Provide adequate drainage to prevent water ponding. V C, 76428 Z 6) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. Of 0 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 Q EXP 12/3112 6 m 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 103 Ib uplift at joint B, 242 Ib uplift at joint S and 161 Ib uplift at joint L. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. %F OF 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. CALF March 21,2016 ® WARNING - Veft design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE WI -7473 rev. 10/O3,2016 BEFORE USE. Design valid for use only with MOek® connectors. This design Is based only upon parameters shown, and is for on individual building component. not• a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k' is always required for stability and to prevent collapse vAth possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 223,14. Suite 109 Citrus Heights, CA 95610 �' + •_� r .., 'r .. ,' ..,f �..' � +^.. r +. • �s ,''}Ie �. .' � i I'' .'L -y - «• I r• t• •• Job, • , ar a cma raw wmocr< w, nrvucrtavrv, cn . , Truss • Truss Type . Qty Ply 1 • • �- s• ` _ ..r r , R46856910 =Reference 1603024 +.. A03 9 Special 1. 'Roof Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. •• Suite 109 - (optional)1 7.640a Sep 29 2015 MiTek Industries, Inc. Mon Mar 21 05:20:56 2016 Pagel ID:VKctW1 _rgOkNgU KuzQBdsEzd 13w-9jaPfxY4oplvEh5yLLDq74WHX6WKZAHjbsYfryzYnRL ' - eL-6-0 5.3.4 10.0-0 15-9-4 19-10.10 24-0-0 28.0.0 28-0.0 32-0.0 38-8-12 - 1$0 5-34 4-8-12 5-9.4 - , 4-1-6 4-1.8 2-0.0 2-0.048-12 Scale = 1:77.8 y 5x6 II .. , •' .. •. t 5x8 = 4x8 T 5x8 - H 5x8 — 8x8 r D ,E 4x6 = I r - - 8.00 12 - AB. 2x4 G 2x4 4 Y r , A B ,y 1 ', ' L M I¢ �, 1 T •.. s S :R ACS, AD -G _ P ft'• rY 0 •N' 1- r 4x5 i t 4x8' 1. 4x8 = , ` 'F' 4x6 � ' 6x8 = - 4x5 = 6x8 = 6x8 = 4x4 _ •10.0.0 15.9-4 ' 24.0.0 28-0.0 32-0.0 42-0-0 8- 1 4-0-0 4 0.0 10.0.0 Plate Offsets (X,Y)- [E:0 -3-8,0-2-01,[L:0-3-14,0-1-131 LOADING (psf) SPACING- 2-0-0 CSI. DEFT . in '(loc)* I/deft Ud ,PLATES GRIP TOLL 30.0 Plate Grip DOL 1.15 TC 0.63 Vert(LL) -0.09 N -X >999 240 MT20 220/195 f (Roof Snow=30.0) Lumber DOL 1.15 BC • 0.33 Vert(TL) -0.25 N -X >999 180TCDL . BCLLL 10.0 • Rep Stress Incr YES WB 0.71 Horz(TL) 0.03 L, n/a n/aBCDL 10.0 -: Code IBC2012/TP12007 (Matrix -M) r Weight: 250 Ib FT = 20% LUMBER-' BRACING- TOP CHORD 2x4 OF No. 1&Btr G ` TOP CHORD ' Structural wood sheathing directly applied or 3-11-15 oc purlins. ' BOT CHORD 2x6 DF SSG , BOT CHORD Rigid ceiling directly applied or 6 0 0 oc bracing. , WEBS 2x4 OF Stud/Std G `' WEBS 1 Row at midpt F -R11 s' MiTek recommends that Stabilizers and required cross bracing r , be installed during truss erection, in accordance with Stabilizer. Installation uide. REACTIONS. (Ib/size) B=536/0-5-8, R=2697/0-5-8, L=1207/0-5-8 Max Horz B=109(LC 10) ' Max UpliftB=100(1_C 10), R=-247(LC 10), L=-156(LC 11) I - Max Grav B=966(LC 41), R=3109(LC 35), L=1638(LC 36) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. ` TOP CHORD B -Y=-978/168, C -Y=-790/220, C -D=329/448, D -Z=-169/361, E -Z=-170/359, E -F=-25/1350, ' F -AA= -856/123, G -AA= -852/124, G -H=-968/155, H -I=-1527/227, 1-J=-1319/180, BUTTE COUNTY ®UN J -AB= -1690/186, 51 4, K -L=-2410/267 BOTCHORD B -T=150/820, S -T=-130/215, R -S=-1350/215, R -AC= -287/158, AC -AD= -287/158, 4BUILDING DIVISION Q -AD= -287/158, P -Q=-287/158, O -P=01883, N-0=0/1525, L -N=-150/2094 , '. WEBS _ C -T=-815/181, D -T=-521/105, E -T=-144/1600, E -R=-1544/230, F-R=-1845/124,®� F -P=-62/1448, G -P=-736/112, H -P=-426/98, H -O=-192/1357, 1-0=-1087/175, J-0=-468/28, APPROVED' �j J -N=0/607, K -N=-777/181 NOTES- 1) OTES 1) Wind: ASCE 7-10; Vult=11 Omph (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=30.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1 aof ESS/O/V 3) Unbalanced snow loads have been considered for this design. COQ ON to 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 30.0 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. J C 76428 Z �W 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 lir- fit between the bottom chord and any other members, with BCDL = 10.0psf. • 2/3�/2��6 T 8) A plate rating reduction of 20% has been applied for the green lumber members. �(P 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint B, 247 Ib uplift at joint R and 156 Ib uplift at joint L. ' 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. t IV 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. , 9T 1 FOF CP,0 ® WARNING - VeAry design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MI -7473 rev. 10707R05 BEFORE USE. Design valid for use only with MOek® connectors. This design is based only upon parameters shown, and is for an individual building component. not �- a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is MITBk• always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the • , fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, OSB -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. •• Suite 109 - Citrus Hel Ms CA 95610 - .� r Job Truss Truss Type Qty Ply Avila 7-10; 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 30.0 psf on overhangs TOLL 30.0 _ 2-0-0 CSI. 846858911 I 1603-024 A04 Hip 1 1 TC 0.89 Vert(LL) -0.09 L -N >999 240 MT20 220/195 TCDL 10.0 Lumber DOL Job Reference (optional) JT b I CmJ YLub LV trt 1U, _uCrtbuN, l A r.a4u a beZe Zul b MI I eK Inausines, Inc. Man Mar Ll MZO:bll 20111 Nage 1 ID:VKctWt_rgOkNgUKuzQBjs zdl3w-56h94caKJQ?dU FLTmF14VbYyvBd11x?3AlmvgzYnRJ V 118 e83-344 12.0-0 15-9-4 22-10.1 0 30.0.0 35--1122 40. 3188.-00 5x8 = 4x10 = 4x4 = 5x8 = Scale = 1:76.5 R Q ' "" Q „" N '•' "" L K _ 1 3x8 = .2x4 I 15x8 = 3x10 3x5 I I 8x8 = 4x8 = , - 2x4 I I. 4x5 - 3x10 = 6.3-4 12-0-0 159-4 22.10.10 30-0-0 358-12 42.0-0 __, i '-'- --' --- -'- ---- --- LOADING (psf) 1) Wind: ASCE 7-10; Vult=11 Omph (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 Pf=30.0 7-10; 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 30.0 psf on overhangs TOLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.89 Vert(LL) -0.09 L -N >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.34 Vert(TL) -0.23 L -N >999 180 CA_,E�ttl BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(TL) 0.04 1 n/a n/a Code IBC2012ITP12007 (Matrix -M) Weight: 211 Ib FT = 20% BCDL 0 LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 DF Stud/Std G 6-0-0 oc bracing: O-Q,N-O. WEBS 1 Row at midpt E-0 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=661/0-5-8,0=2494/0-5-8,1=1285/0-5-8 Max Horz B=-108(LC 11) Max UpliftB=-119(LC 10), 0=-136(LC 7), 1=-148(LC 11) Max Grav B=1081(LC 29), 0=2903(LC 28), 1=1678(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1145/129, C -D=-215/318, E -Y=-1101/200, F -Y=-1101/200, F -Z=-1312/176, G -Z=-1312/177, G -H=-1497/171, H -I=-2340/194 BOT CHORD B -R=-124/897, Q -R=-124/897, P -Q=-819/121, P -AA= -819/121, O -AA= -819/121, O -AB= -819/121, N -AB= -819/121, M -N=-53/1101, M -AC= -53/1101, L -AC= -53/1101, K -L= -75/1948,1-K=-75/1948 WEBS C-10=-1079/161, D -Q=-460/42, E -Q=-84/1265, E-0=-2763/201, E -N=-133;2154, F -N=-1239/178, F -L=-51/895, H -L=-1005/165 BUTTE COUNTY BUILDING DIVISION APPROVED NOTES- (11) 1) Wind: ASCE 7-10; Vult=11 Omph (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 Pf=30.0 7-10; 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 30.0 psf on overhangs �pFESSlONq non -concurrent with other live loads.Cc,P 5) Provide adequate drainage to prevent water ponding. CrJ 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. QC 76428 Z 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 0 70 fit between the bottom chord and any other members, with BCDL = 10.0psf, a FJ(p. 12/3112 6 m �y 8) A plate rating reduction of 20% has been applied for the green lumber members. H * 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 119 lb uplift atjoint B, 136 Ib uplift at joint 0 and 148 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. 11) WARNING: Engineering is truss is fabricated by Systems Plus Lumber 9TFOF void unless Co. CA_,E�ttl March 21,2016 ®WARNING - Vertry design parameters and READ NOTES ON THIS AND INCLUDED 1197EK REFERENCE PAGE MI.7473 rev. 1010=015 BEFORE USE. R Design valid for use only with Mitek® connectors. This design is based only upon parameters shown, and is far an Individual building component, not �e a truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication• storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI] Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus Hel Ms CA 95610 Job Truss Truss Type QtyPly e] a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall R46856912 FJob 1603-024 A05 California 1 1 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 eference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 2105:20:59 2016 Page 1 ID:V KctW1_rgOkNgUKuzOBjsEzdl3w-ZIFXHyby4k7U58pX1 TmXdi81DJXWmU491gnJ RHzYnRI r1—&0- _&11.5 13-4-3 1594 22-2-9 28-7.13 350-11 42-0-0 A3-8-0 1.8.0 6-11-5 8., 13 2-51 8-55 8-55 8413 8.11.5 1.8-0 5x8 = 7x8 = 3x6 = 5x6 = Scale = 1:76.5 3x6 2x4 II 3x10 =3x4 I I , 5x6 _ 3x10 = 4x8 = 2x4 II 3xB r 5x8 = i 611-5 13.4-3 159-4 22-2-9 28.7.13 350.11 42-0.0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TOLL 30.0 Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.09. K >999 240 MT20 2201195 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.36 Vert(TL) -0.20 K -L >999 180 TCDL 10.0 Rep Stress Incr YES WE 0:96 Horz(TL) 0.05 1 n/a n/a BCDL 10.0 0.0 ' Code IBC2012ITP12007 (Matrix -M) Weight: 218 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.t&Btr G TOP CHORD Structural wood sheathing directly applied or 3-11-6 oc puffins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 DF Stud/Std G 6-0-0 oc bracing: O-Q,N-O. WEBS 1 Row at midpt C-0, E-0, H -L MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=673/0-5-8, 0=2475/0-5-8, 1=129210-5-8 Max Hoa B=-119(LC 15) Max UpliftB=-120(LC 10), 0=-95(LC 7), 1=-157(LC 11) Max Grav B=1098(LC 29), 0=2681(LC 28), 1=1740(LC 29) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces less except when shown. TOPCHORD B -Y=-1090/94, C -Y=-806/125, C -D= -84/504, D -E=0/335, E -Z=-878/185 , Z -AA= -878/185, F -AA= -878/185, F -G=-1133/190, G -H=-1315/169, H -AB= -2058/207, I -AB= -2404/176 BUTTE COUNTY BOTCHORD B -R=-124/856, Q -R=-124/856, P -Q=-768/146, O -P=-768/146, O -AC= -768/146, N -AC= -768/146, M -N=-32/878, M -AD= -32/878, L -AD= -32/878, K -L= -79/1990,1-K=-79/1990 BUILDING DIVISION WEBS C -R=0/280, C -Q=-1213/180, D -Q=-590156, E -Q=-99/1303, E-0=-2543/145, E -N=-110/1872, APPROVED F -N=-1221/161, F -L=-62/997, H -L=-1152/183, H -K=0/253 NOTES- (11) 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=30.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. ESS�QN'9 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 30.0 psf on overhangs Q non -concurrent with other live loads. �(`� �,cONIO y 4ti,, 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. C(/ 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-60 tall by 140-0 wide will C 7642 $ 7 M 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. Q EXp.12/31/2016 n1 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 120 Ib uplift at joint B, 95 Ib uplift at joint 0 and 157 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. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. T �Q OFCA1� March 21,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 11671-7473 rev. 101=015 BEFORE USE. R Design valid for use only with MTek9 connectors. This design is based only upon parameters shown, and is for an Individual building component, not e] a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSIITPll Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 Job ®WARNING • VeAry design parameters andREAD NOTES ON THIS AND INCLUDED IIBiEK REFERENCE PAGE A9F7473 rev. f0/OJ/2016 BEFORE USE. Design valid for use only with MiTek®eonnectors. This design Is based only upon parametersshown, and B loran individual building component, not a truss system. Before use. the building designer must verifythe applicability of design parameters and properly incorporate this design Into the overall , W!, building design. Bracing Indicated D to prevent buckling of Individual truss web and/or chord members any. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the M[Tek' ' - fabrication, storage, delivery, erection and bracing of busses and buss systems, see pN51/fP11 Quality CrBeda. OSB -89 and SCSI Building Component 7777 Greenback Lane � Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. Truss - Truss Type - Qty Ply gvila. - - - 7-11.5.1 ' R 154-3 11-8 j • 21-0-0 _ 28.7-13 340-11 « 42.0.0 �-- ' 7-11-5 7-4-1'1 5 - t5 -B 17-14 _ 848858913 1603024 California TCLL 30.0 ' CSI. DEFL. in • (loc) I/deft Lid . Job Reference (optional) , (Roof Snow=30.0) Plate Grip DOL • 1.15 TC 6.66 Vert(LL) -0.10 M -N >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.38 Vert(TL) -0.23 M -N ' >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.99. riorz(TL) . 0.04 K- n/a n/a - 0 0 Code IBC2012ITP12007 (Matrix -M) Weight: 230 Ib FT = 20%BCDL l _ LUMBER- BRACING-' TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std G ' •' WEBS 1 Row at midpt D -Q, E -Q 3 Rows at 1/4 pts G -Q MiTek recommends that Stabilizers and required cross bracing ' be installed during truss erection, in accordance with Stabilizer SYSTEMS PLUS LUMBER CO, ANDERSON, CA REACTIONS. (Ib/size) 8=460/0 -5 -8,Q=2756/0 -5-8,K=1224/0-5-8 7.640 s Sep 29 2015 MITek Industries, Inc. Mon Mar 2105:21:012016 Pagge 1 ID:VKctW1_rgOkNgUKuzQBjsEzdl3w-VhNliecCcLNCLSzw8uo?i7D6r7DiEN2S18GQW9zYnRG c -8-0 5.512 r 10-4-15 154-3 21-0-0 28.7-13 31-7-1 38.6-4 4�-0-0 A3-' 1-8-0 5512 4-11-0 - 411-4 57.13 57-13 '4-11.4. - 4.11-4 55.12' 1.8.0 - J -AD= -2214/243, K -AD= -2474/230 Scale = 1:77.0 - - Q -AG= -121/471, P -AG= -121/471, O -P=-121/471, O -AH= -121/471, N -AH= -121/471, 2x4 II 1 . • WEBS C -S=-638/158, D -S=-27/688, D -Q=-1124/190, E -Q=-1008170, Q -T=-1826/123, 5x8 = _ • l • • NOTES- (11) 5x8 = 5x6 6.00 12 • • 3.5 % EF SAB C' AC - H 3x5 - 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 30.0 psf on overhangs non -concurrent with other live loads. - 2x4 \\ C . D O� U U C, 76428 -7 M 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. — I r Z ) 4C EXP. 12/31/2016 Rl , ,• 2x4 // d 6 J AD rr 18) A plate rating reduction of 20% has been applied for the green lumber members. B `' 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 93 lb uplift at joint B, 111 Ib uplift at joint Q and 158 Ib uplift at joint K. 1 10) "Semi-rigid with fixed heels" Member fixity in the design 9�FOF K L In 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. , - Job ®WARNING • VeAry design parameters andREAD NOTES ON THIS AND INCLUDED IIBiEK REFERENCE PAGE A9F7473 rev. f0/OJ/2016 BEFORE USE. Design valid for use only with MiTek®eonnectors. This design Is based only upon parametersshown, and B loran individual building component, not a truss system. Before use. the building designer must verifythe applicability of design parameters and properly incorporate this design Into the overall , W!, building design. Bracing Indicated D to prevent buckling of Individual truss web and/or chord members any. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the M[Tek' ' - fabrication, storage, delivery, erection and bracing of busses and buss systems, see pN51/fP11 Quality CrBeda. OSB -89 and SCSI Building Component 7777 Greenback Lane � Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. Truss - Truss Type - Qty Ply gvila. - - - 7-11.5.1 ' R 154-3 11-8 j • 21-0-0 _ 28.7-13 340-11 « 42.0.0 �-- ' 7-11-5 7-4-1'1 5 - t5 -B 17-14 _ 848858913 1603024 California TCLL 30.0 ' CSI. DEFL. in • (loc) I/deft Lid . Job Reference (optional) CA 95610 - 3x5 = 3x10 = ' ' 2x4 II 5x8 = 3x5 i - -' - - 3x4 = 4x5 ' , • 4x10= - 3x10 • + 7-11.5.1 ' R 154-3 11-8 j • 21-0-0 _ 28.7-13 340-11 « 42.0.0 �-- ' 7-11-5 7-4-1'1 5 - t5 -B 17-14 7-11-5 Plate Offsets (X,Y)— [B:0 -2-10,0-1-81,[E:0-4-0,0-1-151, [K:0-3-0 0-2-41 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 . CSI. DEFL. in • (loc) I/deft Lid . PLATES GRIP , (Roof Snow=30.0) Plate Grip DOL • 1.15 TC 6.66 Vert(LL) -0.10 M -N >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.38 Vert(TL) -0.23 M -N ' >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.99. riorz(TL) . 0.04 K- n/a n/a - 0 0 Code IBC2012ITP12007 (Matrix -M) Weight: 230 Ib FT = 20%BCDL l _ LUMBER- BRACING-' TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std G ' •' WEBS 1 Row at midpt D -Q, E -Q 3 Rows at 1/4 pts G -Q MiTek recommends that Stabilizers and required cross bracing ' be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 8=460/0 -5 -8,Q=2756/0 -5-8,K=1224/0-5-8 Max Horz 8=135(LC 14) , Max UpliftB=93(LC 10), Q=-111(LC 10), K=-158(LC 11) ` Max Grav B=706(LC 29), Q=3257(LC 29), K=1608(LC 29) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BUTTE V ®U NW TOP CHORD B -AA= -675/278, C -AA= -514/326, C -D=343/467, D -E=0/1402, E -F=0/1138, F-AB=0/1127, G-AB=0/1127, G -AC= -790/189, H -AC= -787/189, H -I=-974/179, I -J=-2008/225, •. B I L®I N G DIVISION J -AD= -2214/243, K -AD= -2474/230 BOT CHORD B -S=-248/536, S -AE= -519/185, AE -AF= -519/185, R -AF= -519/185, Q -R=-5191185, Q -AG= -121/471, P -AG= -121/471, O -P=-121/471, O -AH= -121/471, N -AH= -121/471, (��` lam/➢ APPROVED N -AI= -9/1388,A1 -AJ= -9/1388, M -AJ= -9/1388, K -M=-127/2085 WEBS C -S=-638/158, D -S=-27/688, D -Q=-1124/190, E -Q=-1008170, Q -T=-1826/123, G -T=-1782/108, G -P=0/279, G -N=-81/1275, I -N=-1092/189, I -M=-25/654, J -M=-609/156 NOTES- (11) 1) Wind: ASCE 7-10; Vuft=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.0psf; 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 E.SSIONq 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 ��F �N�O C� 3) Unbalanced snow loads have been considered for this design. COQ a� 4/, yF,A 0', 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 30.0 psf on overhangs non -concurrent with other live loads. _� Y" [V m 4 5) Provide adequate drainage to prevent water ponding. O� U U C, 76428 -7 M 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. — I r Z 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 4C EXP. 12/31/2016 Rl fit between the bottom chord and any other members, with BCDL = 10.Opsf. 18) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 93 lb uplift at joint B, 111 Ib uplift at joint Q and 158 Ib uplift at joint K. 1 10) "Semi-rigid with fixed heels" Member fixity in the design 9�FOF pitchbreaks end model was used analysis and of this truss. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. , t✓AL March 21,2016 CA 95610 Job Truss Truss Type Qty Ply Avila a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-10-11 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 846856914 I 1603-024 A07 California 1 1 Suite 109 Installation guide. REACTIONS. (Ib/size) B=650/0-5-8, S=2511/0-5-8, M=1279/0-5-8 Citrus Heights, CA 95610 Max Horz B=-151(LC 11) Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MITek Industries, Inc. Mon Mar 21 05:21:02 2016 Pagel ID:VKctW1 rgOkNgUKuzQBjsEzdl3w-_txgw_dgNfV3ycY6icJEFLmJCWXgztcb o?z2bzYnRF ct•6-0r 5.7.7 10-8-5 15-9-4 A7-4-3 21.0-0 24-7-13 30-3-1 35-10-4 42.0.0 A3-8-0 1�-0 5-7-7 5.0-15 5.0.15 1-8-15 37-13 3-7-13 5.7-4 5-7-4 8.1-12 1." Scale = 1:77.8 5x6 = 8.00 12 4x8 i 5x8 = 5x8 = .. -... .... S R ,.. — , P 3x5 = 3x10 = I 3x10 = 5x8 — 3x5 = 3x8 3x5 i 3x8 = 5x10 = LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 ' BCDL 00 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012ITP12007 CSI. TC 0.56 BC 0.46 WB 0.78 (Matrix -M) DEFL. in (loc) I/defi Ud Vert(LL) -0.13 O -P >999 240 Vert(TL) -0.30 O -P >999 180 Horz(TL) 0.05 M n/a n/a PLATES GRIP MT20 220/195 Weight: 239 Ib FT = 20% LUMBER- BRACING - a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-10-11 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std G WEBS 1 Row at midpt E -S, F -S, G -R, H -R, I -P, J -P MiTek recommends that Stabilizers and required cross bracing Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. be installed during truss erection, in accordance with Stabilizer Suite 109 Installation guide. REACTIONS. (Ib/size) B=650/0-5-8, S=2511/0-5-8, M=1279/0-5-8 Citrus Heights, CA 95610 Max Horz B=-151(LC 11) Max UpliftB=-83(LC 10), S=-156(LC 10), M=-166(LC 11) Max Grav B=798(LC 29), S=3311(LC 29), M=1628(LC 29) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -AB= -848/62, C -AB= -748/78, C -AC= -545/53, D -AC= -437/89, D -E=-324/132, E -F=-18/1067, 1NUJ� F -G=0/516, G -H=0/527, H -I=-767/195, I -AD= -804/181, J -AD= -960/169, J -K=-1799/237, �����®' COUNTY K -AE= -1945/221, L -AE= -2108/209, L -AF= -2469/258, M-AF=2587/232 BOT CHORD B -U=129/687, R -S=-737/225, R-AI=0/457, Q-AI=0/457, O-AJ=0/457, P-AJ=0/457, BUILDING D IV'I I G IV P-AK=0/1A O-AL=0 9, M -O=-133/2208 2/1429, WEBS C -U=-636/163, E -U=-6/671, E-5=-1106/194, F -S=-2298168, F -R=-7/1458, H -R=-1458/110, H -P=-76/1312, J -P=1234/216, J -O=-31/725, L -O=-679/178 APPROVED NOTES- (11) 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=30.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. ��F ESS/0/v 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 30.0 psf on overhangs ��QQ �` p N I0 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. CrJ 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 J 6 C 76428 Z fit between the bottom chord and any other members, with BCDL = 10.0psf. tY 8) A plate rating reduction of 20% has been applied for the green lumber members. Q �(p, 12/31/2016 m 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 83 Ib uplift at joint B, 156 Ib uplift at joint S and 166 Ib uplift at joint M. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. J CIVIL 9TFOFCAL\F�� March 21,2016 ® WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MI -7473 rev. 10/OJ/2015 BEFORE USE. Design valid for use only with Mrrek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not• a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of trusses and truss systems, see ANSI/1P11 Quality Criteria, OSB -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job , Truss Truss Type Qty Ply Avila 846658915 1603-024 A08 California 1 1 Job Reference (optional) SPACING- 2-0-0 CSI. ' DEFL. in (loc) I/deft Lid PLATES GRIP n� a Mrt.k indusid n in, Mnn Mar 21 0521'04 2016 Paas 1 SYSTEMS PLUS LUMBER CO, ANDERSON,CA """"'" '"'-'-.. "' -- ID:VKctW1 rgOkNgLIk zQBjs zd13w-wG3QKge5vGlnCviVp1MiKmraVKCLRIluR6U4 UzYnRD 21-11-4 111 2 180 9-8 08 8-1-1 4 7-7-6 3! 8-513 6-3-4 8-9.12 180 1.10-8 Scale = 1:81.5 6.00 FJ2 5x8 5x8 TK U v 4x8 2x4 II 3x10 = 6x8 = 6x12 = 3x5 = 3x6 i 4x8 =. - B-1-14 159-4 19.6-12 22-5-4. 32.0-11 42-0-0 A-1-14 7 7 6 3-g-8 2 10.8 a-7-7 9.11.5 Plate Offsets (X,Y)— 1B:0-2-9,0-1-81,[D:0-5-0,Edge],[J:0-6-0,0-3-4],[L:0-3-0,0-2-41,[P:0-5-4,0-3-01,[R,0-3-8,0-2-01 Q�O� Fy 4) This truss has been designed for of min roof live load of 18.0 psf or 2.00 times flat roof load of 30.0 psf on overhangs Q ONS O y c greater non -concurrent with other live loads. Provide drainage to water LOADING (psf) SPACING- 2-0-0 CSI. ' DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.89 Vert(LL) -0.26 N-0 >999 240 MT20 2201195 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.58 Vert(TL) -0.56 N-0 >564 180 TCDL 10.0 Rep Stress Incr YES WB 0.96 Horz(TL) 0.07' L n/a n/a BCLL 0.0 ' Code IBC2012ITP12007 (Matrix -M) Weight: 231 Ib FT = 20% BCDL 0 LUMBER- BRACING - TOP CHORD 2x4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 DF Stud/Std G 6-0-0 oc bracing: Q -R. WEBS 1 Row at midpt C-R, E -R, F -Q, H -O, J-0 MiTek recommends that Stabilizers and required Cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=726/0-5-8, R=2448/0-5-8, L=1334/0-5-8 Max Horz B=175(LC 10) Max UpliftB=-90(LC 10), R=-180(LC 10), L=-180(LC 11) Max Grav B=813(LC 29), R=3579(LC 29), L=1703(LC 29) FORCES. (/b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.�t 1�I� (1®U TOP CHORD B -AA= -770/36, C -AA= -513157, C -AB= -35/422, AB -AC= -141611, D -AC= -111651, D -E=-9/834, `,J V E -F=-388/199, F -AD= -636/223, AD -AE= -632/224, H -AE= -6311224, H -J=-925/196, ©e� ISION J -AF= -1996/259, K -AF= -2337/241, K -AG= -2575/284, L -AG= -2792/267 v BUILDING BOT CHORD B -T=-92/574, R -S=-92/574, 54 6121 7, 1546/217, 1-7/=0/31 0, P-AI=01310, O -P=/310, O-AJ=0/1611, AJ-AK=/1611, N-AK=0/1611, L -N=-14712403 0 0 P®E APPROVED WEBS C -T=0/322, C -R=-1273/205, E -R=-28251164, E -Q=-34/1724, F -Q=-1564/26, F -O=-112/15 38, 11-0=345143, J-0=-1 3 7 71241, J -N=-281761, K -N=-6791198 NOTES- (I i) 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWF RS (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=30.0 Category /l; Exp C; Partially Exp.; Ct= 1 ESS1Q /V44 2) TCLL: ASCE 7-10; psf (flat roof snow); 3) Unbalanced snow loads have been considered for this design. Q�O� Fy 4) This truss has been designed for of min roof live load of 18.0 psf or 2.00 times flat roof load of 30.0 psf on overhangs Q ONS O y c greater non -concurrent with other live loads. Provide drainage to water U�� 5) adequate prevent ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. U Ci 76428 Z 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all antis where a rectangle 3-6-0 tall by 1-0-0 wide willl __J fit between the bottom chord and any other members, with BCDL = 10.Opsf. EXP. 12/3112016 ^� 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 90 Ib uplift at joint B, 180 lb uplift at joint R and 180 Ib uplift at joint L. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. truss is fabricated by Systems Plus Lumber Co. LST CIVIL\P 11) WARNING: Engineering is void unless OFC March 21,2016 ®WARNING - Verfry design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE, Design valid for use only with Mlfek® connectors. This design is based only upon parameters shown. and is for an individual building component, not • a buss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall Ma building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is aWays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Helclhts. CA 95610 SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MITek Industries, Inc. Mon Mar 2105:21:05 2016 Page 1 ID:V KctWt_rgOkNgU KuzQBjsEzdl3w-OScoYOfjgatep3HhNktxszOnfkYKAGU 1 gm EdfwzYnRC r1 -8-0i &1.1421-0.0 27-9-13 34-7-11 42-0.0 A3�0 1S0 B-1-14 7.7-8 5.2-12 8-9-13 8.9-13 7-4.5 1�0 Scale = 1:80.0 5x6 = 6.00 12 Q Q _ 3x6 2x4 II 3x10 = 3x10 = 5x10 = 3x5 = 3x8 = 3x6 = r 8.1-14 15-9-4 i24-4.0 32.10-12 42-0.0 r I LOADING (psf) Truss Type Qty Ply Avtla P,6JobTruss TCLL 30.0 SPACING- 2-0-0 CSI. 803-024 (loc) I/defl L/d A09 Common 1 1 ' Vert(LL) -0.16 L -M >999 240 MT20 220/195 TCDL 10.0 Lumber DOL Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MITek Industries, Inc. Mon Mar 2105:21:05 2016 Page 1 ID:V KctWt_rgOkNgU KuzQBjsEzdl3w-OScoYOfjgatep3HhNktxszOnfkYKAGU 1 gm EdfwzYnRC r1 -8-0i &1.1421-0.0 27-9-13 34-7-11 42-0.0 A3�0 1S0 B-1-14 7.7-8 5.2-12 8-9-13 8.9-13 7-4.5 1�0 Scale = 1:80.0 5x6 = 6.00 12 Q Q _ 3x6 2x4 II 3x10 = 3x10 = 5x10 = 3x5 = 3x8 = 3x6 = r 8.1-14 15-9-4 i24-4.0 32.10-12 42-0.0 r I LOADING (psf) * Design valid for use only with MOek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not e• TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.16 L -M >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.46 Vert(TL) -0.33 L -M >961 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.64 Horz(TL) 0.03 J n/a n/a BCDL 100 Code IBC2012ITP12007 (Matrix -M) Weight: 209 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G } TOP CHORD Structural wood sheathing directly applied or 4-1-9 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std G WEBS 1 Row at midpt C-0, E-0, F -M, G -M MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=671/0-5-8, 0=2481/0-5-8, J=1288/0-5-8 Max Horz B=181(LC 11) Max UpliftB=-93(LC 10), 0=-182(LC 10), J=-180(LC 11) Max Grav B=754(LC 17), 0=2481(LC 1), J=1396(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-638165, C -D=-31/436, D -X=-0/601, E -X=0/665, E -F=-733/240, F -G=-961/249, G -H=-1602/302, H -I=-1824/282, I -J=-2062/263 BOT CHORD B -Q=-104/456, P -Q=-104/456, O -P=-104/456, 0-Y=-479/231, N -Y=-479/231, M -N=-4791231, M -Z=0/1121, Z-AA=0/1121, L-AA=0/1121, J -L=-122/1736 WEBS C -Q=0/308, C -O=-883/207, E-0=-1896/182, E -M=-60/1442, G -M=-1050/280, G -L=-1051750, I -L=-4851208 BUTTE COUNTY T BUILDING DIVISION APPROVED NOTES- (10) 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=30.0 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 30..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, with BCDL = 10.0psf. 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 93 Ib uplift at joint B, 182 Ib uplift at joint 0 and 180 Ib uplift at joint J. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. oQ�pFESS10Ngl ONlO C 7642cr 8 z EXP. 12/31/2016 �FOF March 21,2016 ® WARNING • Vemy design parameters and READ NOTES ON THIS AND INCLUDED B9rEK REFERENCE PAGE MP7477 rev. 10/OJR015 BEFORE USE. * Design valid for use only with MOek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not e• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall i i■` building design. Bracing Indicated Is 10 prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information avoiloble from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply Avila TCLL 30.0 SPACING- 2-0-0 CSI. R46856917 1603.024 A10 Common Structural Gable 1 1 , Vert(LL) -0.12 K -L >838 240 MT20 220/195 TCLL 10.0 Lumber DOL Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 Mrrek Industries, Inc. Mon Mer 2105:21:06 2016 Page 1 ID:VKctW1 rgOkNgUKuzQBjsEzdl3w-seABILgLRu?URDstxROAPBwyM8w7vf5BvQzBBNzYnRB, i .9 r 15.8.9 21-0.0 .13 91 3 8-.11 37 27913 42-0.0 Scale = 1:81.6 5x8 = P - N 3x8 = 3x4 = 3x6 4x5 = 2x4 II 300 = x M L Y Z K 3x4 = 3x10 = LOADING (psf) • Design valid for use only with Mnek9 connectors. This design is based only upon parameters shown, and 8 for an Individual building component, not TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.74 Vert(LL) -0.12 K -L >838 240 MT20 220/195 TCLL 10.0 Lumber DOL 1.15 BC 0.36 Vert(TL) -0.24 K -V >463 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 Horz(TL) 0.02 T n/a n/a Code IBC2012/TP12007 (Matrix -M) Weight: 207 Ib FT BCDL 0 0 LUMBER- BRACING - TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 5-7-0 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. WEBS 2x4 DF Stud/Std G WEBS 1 Row at midpt C -N, F -L, G -K MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 26-5-8 except Qt=length) B=0-5-8. (lb) - Max Horz 8=193(LC 14) Max Uplift All uplift 100 Ib or less at joint(s) B, L, J except N=-159(LC 10), K=-132(LC 11) Max Grav All reactions 250 Ib or less at joint(s) except B=861(LC 17), N=1415(LC 17), N=1261(LC 1), L=1110(LC 18), K=864(LC 18), J=465(LC 18), J=440(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-877/102, E -W=0/298, F -G=-89/323, I -J=-298/32 BOT CHORD B -P=-112/669, O -P=-112/669, N -O=-112/669 WEBS C -P=0/307, C -N=-876/206, E -N=-843/160, F -L=562/23, G -L=563/206, G -K=-308/52, I -K=-503/211 NOTES- (10) 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=30.0 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 30.0 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, with BCDL = I O.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, L, J. J except (jt=1b) N=159, K=132. 9) "Semi-rigid pdchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE D®UNTV BUILDING DIVI% *N1 APPROVED 9,�pFESS10N44 �O IONIO C- C 76428 7 * EXP. 12/31/2016 OFC March 21,2016 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE. • Design valid for use only with Mnek9 connectors. This design is based only upon parameters shown, and 8 for an Individual building component, not a truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k' Is aWays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality CrBerlo, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. - Suite 109 Citrus Hei Ms CA 95610 Job ., • JT J i Cmo Truss Truss Type , - r Ply __ Avlla .I r 3x10 a J ... - -- JQty. _ • _, 848856918 1603-024 At t Common , 3 1 , Vert(LL) -0.43 . M-0 ,?999 ` • ' MT20 , 220/195 r. TCDL 10.0 `Lumber DOL , .•• Job Reference (optional) 1 1-- 'u, Ir—M. Vrv, VA : - /.°4u a bep Le 2u1 ° M11 eK Inauslnes, Inc. Man Mar zi ub:21:ut 2616 Page 1 r ID:VKctWt rgOkNgUKuzQBjsEzd13w-KrkZzhhzCB8L3NR3V9vPyOT5YX8re8dK_ 74jkjpzYnRA rtS-0 - 7.4-5 14-2.3' 21-0.0 26-10.1332-9-11 39.0.0 - 145-0 7-4-5 - - 0-9-13 ' ' 8-9-13 510-13 .510-13 6-2-5 _+ r �' • , ' ,. Scale = 1:74.3 5x8 6`00 12 e'r ` - , ` - ... • r 41 3x4 i - • ' 3x5 i !T - r 3x10 a J ... - -- , • _, 3x10 i S PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL` - G "# , Vert(LL) -0.43 . M-0 ,?999 ` • ' MT20 , 220/195 r. TCDL 10.0 `Lumber DOL , .•• 1.15 BC ',0.84 " M-0' >442 � • > , . D Rep Stress Incr .� '• r 1*' , K ! .n/a 1 • yr * .. - �+ - i' 4x8 _� •• .. ' . .r, • ' 2x4 • 6) This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 1-0-0 wide will' LUMBER- ► ' fit between the bottom chord and any other members, with BCDL = 10.Opsf. _ BRACING= `, + TOP CHORD 2x4 DF No.1&Btr G EXP. 12/31/2016 n1 TOP CHORD Structural wood sheathing directly applied or 2-2-0'oc purlins, except ' BOT CHORD 2x4 DF No.1&Btr G 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except at=1b) B=202, end verticals. • • r 1 pitchbreaks end model was used analysis and of this truss. WARNING: OF i * CP& •i < ' ' March 21,2016 3x6 II •W.�_.- A NL •'Y' ... v 0 U •V -N .M X Z .. .. 1 . K , 3x5 = -! 3x10= 4x8 = _ 3x4 _ _ •4 06 4x8 — - •t ' - L^ 10-1-0 + 21-0-0' 1 - - 29-2-0 ' 39.0.0 Plate Offsets (X,Y)— [B:0-0-4,0-0-01 WEBS • 1 Row at midpt E -M, G -M, I -K + ecommendsthat Stabilizers and required crossbracinnstalled LOADING (psf) SPACING- 2-0-0 CSI. DEFL. i -in (loc) • I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL` - 1.15 ;' TC ` 0.84. , Vert(LL) -0.43 . M-0 ,?999 ` 240, ' MT20 , 220/195 r. TCDL 10.0 `Lumber DOL , .•• 1.15 BC ',0.84 Vert(TL)' -1.05 M-0' >442 180' BOT CHORD B -O= -367/3076,0 -U= -215/2441,U -V= -215/2441,N -V= -215/2441,M -N=-215/2441, B���®�N�.®�V'I:J'Cd1+f M -W=-49/2130, W -X=-49/2130, L -X=-49/2130, L -Y=-158/2146, Y -Z=-158/2146, N ` BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) ' 0.17. , K ! .n/a n/a ' 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 Code IBC2012/TP12007 (Matrix -M) 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 30.0 on overhangs �pFESS10Nq OQ Weight: 200 Ib FT = 20% D 10-0 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. C(/ • 6) This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 1-0-0 wide will' LUMBER- ► ' fit between the bottom chord and any other members, with BCDL = 10.Opsf. _ BRACING= `, + TOP CHORD 2x4 DF No.1&Btr G EXP. 12/31/2016 n1 TOP CHORD Structural wood sheathing directly applied or 2-2-0'oc purlins, except ' BOT CHORD 2x4 DF No.1&Btr G 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except at=1b) B=202, end verticals. • • r 1 WEBS 2x4 DF Stud/Std G ;,, .+ • BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS • 1 Row at midpt E -M, G -M, I -K t , ecommendsthat Stabilizers and required crossbracinnstalled r'Ta'I during truss erection, in accordance with Stabilizerallation , ` - uide. MiTek• REACTIONS. (Ib/size)" B=2076/0-5-8, K=1929/Mechanical Max Horz B=198(LC 14) - + Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. - - Max UpliftB=-202(LC 10), K=-146(LC 11) , Suite 109 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. • TOP CHORD B -C=-3561/315, C -D=-3229/293, D -E=-3007/312, E -S=-2132/206, F -S=-1997/239, t' f F -G=-2109/258, G -T=-2343/240, H -T=-2350/236, H -I=-2537/211, 1-J=-268/59, • " J -K=-300/85 .. .... "BUTTE �ye COUNI , 1 • BOT CHORD B -O= -367/3076,0 -U= -215/2441,U -V= -215/2441,N -V= -215/2441,M -N=-215/2441, B���®�N�.®�V'I:J'Cd1+f M -W=-49/2130, W -X=-49/2130, L -X=-49/2130, L -Y=-158/2146, Y -Z=-158/2146, N ` K -Z=-158/2146 • +, • < WEBS C -O=-483/212, E-0=45!708, E -M=-1064/268, F -M=-102/1341, G -M=-758/211, I -K=-2525/188 /L.�` r" APPROVED y NOTES- (12) + i 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=30.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= i 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 30.0 on overhangs �pFESS10Nq OQ psf " I non -concurrent with other live loads.. ', ��ONIO 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. C(/ • 6) This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 1-0-0 wide will' J VO Ci 76428 Z ' 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. rir 8) Refer to for truss to truss connections. * ' EXP. 12/31/2016 n1 girder(s) Y 9) Provide metal plate or equivalent at bearing(s) K to support reaction shown. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except at=1b) B=202, K=146. 11) "Semi-rigid with fixed heels" Member fixity in the design y T \P '9fF ttL� pitchbreaks end model was used analysis and of this truss. WARNING: OF 12) Engineering is void unless truss is fabricated by Systems Plus Lumber Co. CP& •i < ' ' March 21,2016 ® WARNING - Verify design paramelers and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 690-7473 rev. 10141=015 BEFORE USE R Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and 8 for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall , ` - building design. Bracing Indicated B to prevent buckling of IndNiduol truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the • fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/rPll QualBy Crttedo, DSB-89 and SCSI Buuding Component •9 . 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. - - Suite 109 ' CBrus Hei hts CA 95610 , •• • - , - ' • , •`,l .r� ' F .' _ fes. •"` •1� ,1�, • , ` Iy • Job Truss Truss Type Dty - Avila T - - a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall R - .27-9-15 34-7-13 9-0-13 17-7-3 • - 37-5-4 39-0-0 ' JPly R46856919 1603-024 Al2 - - California 1 1 1 ' (Roof Snow Plate Grip DOL 1.15 ' TC 0.97 Vert(LL) 0.25 Q -R >999 240. MT20 220/195 Job Reference o tional ` SYSTEMS PLUS LUMBER CO, ANDERSON, CA - 7.640 s Sep 29 2015 Mtrek Industries, Inc. Mon Mer 2105:21:08 2016 Page 1 ID:VKcIWt_rgOkNgUKuzOBjsEzdl3w-o11xA1 ibzVGCgX?G2sDeUcOEGxW5NarUMkSHGFzYnR9 37.5-4 11-0-0 1.8.0 -7-4-5 8-9-13 6.9.13 2.3.7 0.8- Style = 1:77.8 5x8 ` - 6.00 12 3x5 _ ' s J 1 i 3x10O V W. 3x4 •'' - , E G. I 2x4, \\ x 5x14 = 5x10 . - v " w • J 5x6 ' C H B bIA ® WARNING - Verfry design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 891.7479 rev. 10/07/2015 BEFORE USE. O - .+�• y ..•3x5 = - ' •, 3X10MT20HS = - 3x4 = ' 4x8 = � � - - - N M L • - +6x8 = •5x6 = - , .. « 08 = 04 11 T - - a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall R - .27-9-15 34-7-13 9-0-13 17-7-3 • - 37-5-4 39-0-0 ' 9.0.14. a -a-5 + Plate Offsets (X,Y)- B:0 -0-4,0-0-01 [K:0-3-0,0-1-8] [L:Edge 0-3-8] [M:0-3-0,0-1-81, [N:0-3-8,0-3-01 10.2-12 6 -142.9.7 LOADING (psf) TCLL 30.0 SPACING- . � 2-0-0 T' ^CSL, DEFL. in, (loc) Ildefl Lid PLATES � GRIP (Roof Snow Plate Grip DOL 1.15 ' TC 0.97 Vert(LL) 0.25 Q -R >999 240. MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.72 Vert(TL) - -0.77 O -Q >603 180 MT20HS 1651146 ' BOLL 0.0 ' Rep Stress lncr YES WB 0.86 Horz(TL) 0.15 L •nla • n/aBcDL + Code IBC2012/TP12007 � (Matrix -M) Weight: 216 Ib FT = 20% 00 LUMBER- 'BRACING- , TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied, except end verticals. ' BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. .WEBS 2x4 DF Stud/Std G 'Except WEBS 1 Row at midpt E -Q, G -Q t. ' I -N: 2x4 DF No.2 G 1 MiTek recommends that Stabilizers and required cross bracing, be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (Ib/size) B=207810-5-8, L=1956/Mechanical Max Horz B=217(LC 9) • - r Max UpliftB=-202(LC 10), L=-157(LC 11) Max GravB=2078(LC 1), L=2290(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-3561/313, C -D=-3326/334, D -E=-3104/353, E -V=-2466/265, V -W=-2394/273, -" F -W=-2332/298, F -G=-1989/273, G -X=-28131203, H -X=-2984/177, H -Y=-2373/170, UTg BUTTE ®Utli 1-Y=-2373/170, I 6/61, K -L=-2240/156 - •' BOTCHORD B -R-363/3075, R -Z=-209/2453, Z -AA= -209/2453, Q -AA= -209/2453, P -Q=-115/2518, - 4 BUI,LDING DIVISION P -AB= -115/2518, O -AB= -115/2518, N -O=-169/2300, M -N=-83/902 WEBS C -R=-474/208, E -R=-110/715, E -Q=-971/282, F -Q=143/1445, G -Q=-11581195, G0=0/293, , H -O=-2/360, H -N=-1886/177, I -N=-156/2459, I -M=-17751150, K -M=-132/1947 �� ®\V NOTES- (14) .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 1 (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=30.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 T 3) Unbalanced snow loads have been considered for this design. �CjFESS/O/14 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 30.0 psf on overhangs Q non -concurrent with other live loads. �!`Q �(ON10 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. Q` Ccp CV - • 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.L Q C 76428 7 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 __J CY- fit between the bottom chord and any other members, with BCDL = 10.0psf. 4CEXP. 12/31/2016 m 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 metal plate or equivalent at bearings) L to support reaction shown. - 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) B=202, �� IV 13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. TFOF CP, 14) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. r March 21,2016 ® WARNING - Verfry design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 891.7479 rev. 10/07/2015 BEFORE USE. • - Design valid for use onlywith Mirek® connectors. This design Is based only upon parameters shown, and's for on Indhridual building component. not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MITek« is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/rPll Quality Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Pty Avla LOADING (psf) 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 30.0 on overhangs �OVESS/QNq Q 4 o psf non -concurrent with other live loads. R48B56920 1803024 A13 California 1 1 Plate Grip DOL 1.15 TC 0.97 Vert(LL) -0.23 N -P >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.63 Vert(TL) -0.54 P -Q >867 180 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 2105:21:10 2016 Page 1 ID:VKctW1 _rgOkNgLIKuzQBjiiEzdl3w-IQQhb&V6Wwwg9eAHT6Z15ahlErrSGnp2xOK8zYnR7 r1 -B-0. 7-45 14-2-3 21-0.0 28.9-15 32-7-13 35-7-13 39-0.0 1.8.0 7-4-5 8-9-13 &9-13 5-9-15 5.9-15 30-0 34-3 5x6 = 6.00 f12 Scale = 1:76.3 ..r .v, 1. 1 - — — — M L K 3x5 = 4x8 = 3x10 = 4x8 = 4x8 = 84 = 5x8 = 3x4 11 i BS13 16-7-3 24-7.8 32.7-13 35-7-13 39-0-0 A43-13 &0-5 &0-5 :n_ 9-4-� Plate Offsets (X,Y)— [8:0-0-4,0-0-01, [H:0-5-0,0-2-0] [I:0-4-10,Edge] �- LOADING (psf) 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 30.0 on overhangs �OVESS/QNq Q 4 o psf non -concurrent with other live loads. TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.97 Vert(LL) -0.23 N -P >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.63 Vert(TL) -0.54 P -Q >867 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 HOrz(TL) 0.14 K n/a n/a 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. lie CP&XX Code IBC2012rrP12007 (Matrix -M) Weight: 222 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Stud/Std G WEBS 1 Row at midpt H -N MiTek recommends that Stabilizers and required crass bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (Ib/size) B=2076/0-5-8, K=1929/Mechanical Max Horz B=219(LC 9) Max UpliftB=-202(LC 10), K=-151(LC 11) Max Grav B=2076(LC 1), K=2188(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-3566/303, C -D=3388/349, D -E=-3167/368, E -U=-2568/294, U -V=-2476/304, F -V=-2432/327, F -G=-2528/274, G -W=-2424/212, W -X=-2536/199, H -X=-2742/195, B��� COUNTY H -Y=-2463/181, 1-Y=-2463/181, I -Z=-1413/111, J -Z=-1545/103, J -K=-2150/167 U BOTCHORD B-Q=-360/3078,Q-AA=-212/2452,AA-AB=-212/2452,P-AB=-212/2452,P-AC=-45/1766, O -AD= -45/1766, N -AD= -45/1766, N -AE= -159/2415, M -AE= -159/2415, BUILDING DIVISIONO-AC=-45/1766, L -M=-109/1349 WEBS C -Q=-475/210, E -Q=-130/765, E -P=-974/288, F -P=-193/1188, F -N=-142/1047, APPROVED G -N=-800/210, H -M=-1522/159, I -M=-98/1985, I -L=-1267/111, J -L=-118/1832 NOTES- (13) 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 Design valid for use only with MRek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not (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=30.0 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 30.0 on overhangs �OVESS/QNq Q 4 o psf non -concurrent with other live loads. ��0 ��ON 5) Provide adequate drainage to prevent water ponding. [rJ 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. � C 76428 Z 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 70Of 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 lumber Q EXP. 12/31/2016 nl green members. 9) Refer to girder(s) for truss to truss connections. 10) Provide metal plate or equivalent at bearing(s) K to support reaction shown. 11) Krvide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except @=1b) B=202, =151. T� IV 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. lie CP&XX 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. March 21,2016 ® WARNING - VerHy design parameters and READ NOTES ON THIS AND INCLUDED WrEK REFERENCE PAGE 891-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MRek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not �- a truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' [Solway'required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Avila + 846856921 1603024 A14 - Roof Special + - 1 1 Job Reference (optional) AIAICMJ YLUJ LUm6Cn vu, r�.vcn.�v n - •. ID:VKctWt_rgOkNgUKuzQBjsEzdl3w-Dc_4p3kUGQenX krk7_L en auiw I ysaz n 1 ' 7 4 5 14-2-3 21-0-0 25.8.0 _30-0-0 33.0.0 39-0.0 F. tb-0 - 7-4-5 6-9-13 B-9-13 +, 4.8.0 4-6-0 � 30.0 - Scale = 1:77.6 , 5x6 = 6.00 12 F 1 -- - N m ,. 3x5 =r , 4x8 — 3x10 PAT20HS = i 5x8 =', 4x8 = 4x4 I I .. - •' 4x8 10-4-5 21-0-0 30.0.0 330-0 39.0.0 - 1a4 5 10.7 11 - 9-n-0 �-a0 - 8-0.0 vI M.n n. n n m ru.n e n n_o_m r i-c:A .e n -i-171 rK.Frinc n_3_R1 n •n_1 -R 0-9-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (16c) I/deft ' L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.85 Vert(LL) -0.38 N -P >999 240 MT20 220/195 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.83. Vert(TL) -0.89 N -P >521 180 MT20HS 165/146 TCDL 10.0 Rep Stress Incr YES WB 0.98 Horz(TL) 0.14 K n/a n/a BCLL 0.0 ' Code IBC2012lrP12007 (Matrix -M) Weight: 219 Ib ' . FT = 20% LUMBER- BRACING- > TOP CHORD 2x4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 OF No.1&Btr G - , end verticals. WEBS 2x4 OF Stud/Std G *Except* t • BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' . J. J -K: 2x4 OF No.2 G WEBS 1 Row at midpt E -N, G -N t + MiTek recommends that Stabilizers and required cross bracing + be installed during truss erection, in accordance with Stabilizer Installation uide. • REACTIONS. (Ib/size) 6=2076/0-5-8, K=1929/Mechanical Y r Max Horz B=219(LC 9) Max UpliftB=-201(LC 10), K=-151(LC 11) Max Grav B=2076(LC 1), K=2207(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-3551/321, C -D=-3196/289, D -E=-2973/308, E -T=-2133/198, T -U=-2012/212, BUTTE COUNTY F -U=-1997/231, F -G=-2079/259, G -V=-2602/278, H -V=-2716/264, H -I=-2376/203, (� I -W=-1817/159, J -W=-2107/143, J -K=-2146/182 BUILDING ®I\ / YOC; V O e (�� v BOT CHORD B -P=-376/3068, P -X=-218/2444, X -Y=-218/2444, 0-Y=-218/2444, N -O=-218/2444, WEBS . + C -P=-488/213, E -P= -43/66723E -N=- 064/268 3F -N=--109/1384, G -N=-862/215, G -M=-97/461, +.APPROVED H -M= -1451/194,1 -M= -75/1321,1-L= 826/97,J -L=-96/1892 NOTES- (13) 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 ,(envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 ESSIO 2) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category ll; Exp C; Partially Exp.; Ct= 1 Q1�o� /�/,9` 3) Unbalanced snow loads have been considered for this design. Q ONIO y �2 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 30.0 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. .0 C -)C 76428 z 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i of 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 Q EXP. 12/31/2016 r11 fit between the bottom chord and any other members, with BCDL = IO.Opsf. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Refer to girders) for truss to truss connections. , 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 6=201, j� C V 1l - K=151. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. OFC 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. + March 21,2016 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED a9TEK REFERENCE PAGE 1191-7073 ray. 10/077016 BEFORE USE. �e Design valid for use only wilh MiTek® connectors. This design is based only upon parameters shown, and is far on individual building component, not p�• a truss system. Before use. the building designer must verity the applicability of design parameters and pmpedy incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members onty. Additional temporary and permanent bracing MiTek' ' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Qualify Criteria, DSB-89 and BCSI BuBding Component 7777 Greenback Lane Safety Intormation available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply Avila LOADING (psf) �pFESSIONq OQ ONTO ��. 2C 3) snow loads have been considered for this design. This �CCi �� y 4) truss has been designed for greater of min roof live load of 18.0 pat or 2.00 times flat roof load of 30.0 psf on overhangs live loads. 846856922 1603-024 A15 Roof Special 1 1 PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.81 Vert(LL) -0.46 O -Q >999 240 MT20 2201195 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 2105:21:13 2016 Page 1 ID:VKctW1 rgOkNgUKuzQBjsEzdl3w-9?5gDIIknluVnluDrQOpBfj7UyAQ2uiDW0A2xTzYnR4 0 -60 7.4-5 14-2-3 21-0.0 24-8-0 28-0.0 31-0-0 34-10.4 II9.0.0 1-8-0 7-4-5 8-9.13 8-9-13 3-6-0 380 3.0.0 3.10.4 4-1-12 Scale = 1:76.3 5x8 = 8.00 12 F W .. ..�, r- O ..o ..� N ..0 M nr= r.r L 4x8 = 3x5 = 3x10 = 4x8 = 5x8 = 3x5 = 4x6 = 9-8.51 21-0-0 28.0 -031 -OA 39-0.0 9.8-5 11.3.11 7-0.0 3-0-0 6.0.0 Plate Offsets (X,Y)— [8:0-0-4,0-0-0),[H:0-3-0,0-2-01 Design valid for use any with M1eM connectors. This design is based only upon parameters shown, and is for on individual building component, not LOADING (psf) �pFESSIONq OQ ONTO ��. 2C 3) snow loads have been considered for this design. This �CCi �� y 4) truss has been designed for greater of min roof live load of 18.0 pat or 2.00 times flat roof load of 30.0 psf on overhangs live loads. CtJ TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/def] Ud PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.81 Vert(LL) -0.46 O -Q >999 240 MT20 2201195 TCDL 10.0 Lumber DOL 1.15 BC 0.90 Vert(TL) -1.14 0-Q >409 180 s'j civil_ �Q BCLL 0.0 ' Rep Stress Incr YES WB 0.63 Horz(TL) 0.15 L nla nla Code IBC2012rrP12007 (Matrix -M) Weight: 231 Ib FT = 20% BCDL 00 LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, 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 oc bracing. WEBS 1 Row at midpt E-0, G-0, H -N, J -L MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=2076/0.5-8, L=1930/Mechanical Max Hoa B=219(LC 9) Max UpliftB=-202(LC 10), L=-151(LC 11) Max GravB=2076(LC 1), L=2223(LC 31) BU COUNTY "�,I BUTTE TE CO U N FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1 1 i TOPCHORD B -C=-3570/308, C -D=-3273/301, D -E=-3051/320, E -U=-2135/197, U -V=-1998/214, BUILDING DIVISIONF-V=-1988/230, F -W=-1941/259, G -W=-2054/252, G -X=-2555/285, H -X=-2558/266, H -I=-2238/218, I -Y=-1994/197, J -Y=-2171 /179 BOT CHORD B -Q=-364/3083, Q -Z=-220/2441, Z -AA= -22012441, P -AA= -220/2441, O -P=-220/2441, APPROVED O -AB= -61/2002, AB -AC= -61/2002, N -AC= -61/2002, N -AD= -97/1844, M -AD= -97/1844, M -AE= -131/1509, AE -AF= -131/1509, L -AF= -131/1509 WEBS C -Q=-475/210, E -Q= -55x740, E-0=-1055/271, F -O=-120/1421, G -O=-839/211, G -N=-138/580, H -N=-1374/199, I -N=-107/1037, I -M=-385/68, J-M=0/68D, J -L=-2406/189 NOTES- (13) March 21,2016 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 Design valid for use any with M1eM connectors. This design is based only upon parameters shown, and is for on individual building component, not 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct= 1 Unbalanced �pFESSIONq OQ ONTO ��. 2C 3) snow loads have been considered for this design. This �CCi �� y 4) truss has been designed for greater of min roof live load of 18.0 pat or 2.00 times flat roof load of 30.0 psf on overhangs live loads. CtJ non -concurrent with other building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 5) Provide adequate drainage to prevent water ponding. C- C 76428 Z 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.of is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 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 a �(p 12/31/2016 R1 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. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. 9) Refer to girders) for truss to truss connections. Suite 109 10) Provide metal plate or equivalent at bearing(s) L to support reaction shown. s'j civil_ �Q 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) B=202, OFC 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. March 21,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERENCE PAGE WI -7473 rev. fa/&WO15 BEFORE USE R Design valid for use any with M1eM connectors. This design is based only upon parameters shown, and is for on individual building component, not ® o truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPI) Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Avila = building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporaryand permanent bracing M ITek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 846856922 1603-024 A75 . Roof Special' - •'� t Suite 109 "I Citrus Hei Me CA 95610 Job Reference (optional) 4'- SYSTEMS PLUS LUMBER CO, ANDERSON, CA k - - 7.640 s Sep 29 2015 MTek Industries, Inc. Mon Mar 2105:2113 2016 Page 2 - - ID:VKctWt rgOkNgUKuzQBjsEzdl3w-975gDllknluVnluDrQOpBfj7UyAQ2uiDW0A2xT'.YnR4 HTS building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporaryand permanent bracing M ITek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage. delivery, erection and bracing of trusses and truss systems, see ANSIJTPII Quality Criteria, OSB -89 and BCSI Building. Component 7777 Greenback Lane ' Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. - Suite 109 Citrus Hei Me CA 95610 t - « . + a•1 1 ,. ` 1 F1` 1.. a .a r.. • 4. .' ,.,-� ^'•t- , ,. J. TrI .. " • 4 BUTTE COUNT BUILDING ®MBI®N APV , • it t 2. .� C^ r' • ',•1 •• _. •r '' . ® WARNING - Ven fy design parameters and READ NOTES ON THIS AND INCLUDED 89TEK REFERENCE PAGE 891.7473 rev. 10/03/2015 BEFORE USE . Design valid for use only with MTek® connectors. This design is based only upon parameters shown. and is for an individual building cgomponenI, not � j Fj� HT a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design Into the overall HTS building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporaryand permanent bracing M ITek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage. delivery, erection and bracing of trusses and truss systems, see ANSIJTPII Quality Criteria, OSB -89 and BCSI Building. Component 7777 Greenback Lane ' Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. - Suite 109 Citrus Hei Me CA 95610 J Job Truss Truss Type Qty Ply Avila• �. d „ 8x14 SPACING- 2-0-0 1 t 848858923 1603-024 A16 ROOF SPECIAL 1 2 Job Reference (optional) bTb I cMb eW b LUM=K W. • ANUtKJUN, GA '7,540 S Sepp 29 2015 MITBK industries, Inc. Man Mer 21 05:21:15 2016 Page 1 ID:VKctWt rgOkNgUKuzQBjsEzdl3w-5NDaeQn Jf8DOc2czg2HG4obhmufWs7WzKf97LzYnR2 r1-6-0 4F5.0 8-5-8 12-7-11 18.9-13 21-0-0 26-0.0 29.0.0 32-9-15 3B-7-1341.10.8 1-8-0 4S0 3-11.8 4-2-3 4-2-3 4.2.3 5-0.0 •3-0.0 3.9-15 3-9-15 2-5-9 2-9.1 • - Scale = 1:77.6 - 5x8 = 6.00 12 - ' 1 - , • H. - 3x4 G AC 6x8 = 5x8 = 3x10 5- • G - 4 ,. K AB AE , - 4x4 i F ' LOADING (cast) AD J>3x5E Designvalid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �. d „ 8x14 SPACING- 2-0-0 CSL • 8x8 (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 3x5 i Vert(LL) -0.17 N -W >999 240 Id D Lumber DOL 1.15 BC 0.78 Vert(TL) -0.35 N -W � 999, 180 S ;• , AF AG R Q P 0 1 J N M B 6x8 = 7x8 = 2x8 II 8x8 = 2x8 BCDL 10.0 Code IBC2012rrP12007 (Matrix -M) d -• Weight: 611 Ib FT = 20% 8x8 = - - V U Structural wood sheathing directly applied or 5-7-1 oc purlins. BOT CHORD 2x12 DF SS *Except* BOT CHORD - B -U: 2x4 DF No.1&Btr G, D -U: 2x4 DF Stud/Std G 6-0-0 oc bracing: U-V,T-U. WEBS 2x4 DF Stud/Std G 3x4 = 2x4 • = 3x5 Max Horz B=263(LC 10) - 4-6-0 a-2-12 11.15.8 14-3.11 21_(LO _- 7i;ai n 291Ln 12-0-11 'AP -7- VA 19.1.7 41.1n A - 4.60 - 3-8-12 0.212 5-10-1 6-8-5 5-0-0 Plate Offsets (X,Y)– [D:0-10-0,0-2-81, [1:0-2-12,0-2-01 3-0-0 1.9.15 - 1-9-15 -5-9 -0-1 ' ' LOADING (cast) Designvalid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �. 1 s TOLL 30.0 SPACING- 2-0-0 CSL • DEFL. 1 in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.17 N -W >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.78 Vert(TL) -0.35 N -W � 999, 180 Suite 109 BCLL 0.0 ' Rep Stress Incr YES WB' 0.32 • Horz(TL) 0.02 M n/a n/a 4 BCDL 10.0 Code IBC2012rrP12007 (Matrix -M) Weight: 611 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-7-1 oc purlins. BOT CHORD 2x12 DF SS *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: B -U: 2x4 DF No.1&Btr G, D -U: 2x4 DF Stud/Std G 6-0-0 oc bracing: U-V,T-U. WEBS 2x4 DF Stud/Std G REACTIONS. (Ib/size) B=481/0-5-8, U=2159/0-5-8, M=1651/0-4-0 Max Horz B=263(LC 10) Max UpliftB=-22(LC 11), U=-236(LC 10), M=-53(LC 11) Max Grav B=503(LC 34), U=2159(LC 1), M=1740(LC 31) 1 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. ' TOP CHORD B -C=-397/59, C -D=-60/641, D -E=-258/124, E -F=-2127/137, F -AB= -2055/146, G -AB= -2023/157, GAC= -2103/202, H -AC= -2039/223, H -I=-2242/199, I -AD= -3085/283, 1 J -AD= -3085/283, J -AE= -3429/293, K -AE= -3599/275, K -L=-5138/356 BOT CHORD B -V=-97/295, T -U=-2129/256, D -T=-559/142, S -T=-157/1806, S -AF= -96/1926, AF -AG= -96/1926, R -AG= -96/1926, Q -R=-102/3110, P -Q=-102/3110, O -P=-104/3115, T. N -O=-245/4489, L -N=-245/4489 WEBS E -T=-2169/96, G -S=-302/65, G -R=-395/143, H -R=94/1455, I -R=-1707/217, 1-0=-265/157, J -O=-53/1258, K -O=-1715/168, K -N=-17/1162, T -V=-130/423, C -T=-699/115 v BUTTE COUNTY 1 NOTES. NOTES. (13) 1) 2 -ply truss to be connected together with 10d (0.131"x3'•) nails as follows: BUILDING DIVISION Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. 1 Bottom follows: 2x4 1 0-9-0 2x12 2 rows �p M r - chords connected as - row at oc, - staggered at 0-9-0 oc. �� , F, K Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads to if front back face in the LOAD CASE(S) Ply �^ ESSIQ,VAy '- are considered equally applied all plies, except noted as (F) or (8) section. to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. ON10 L' 3) Wind: ASCE 7-10; Vult=11 Omph (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=30.0 (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 psf U UO C 76428 y m 5) Unbalanced snow loads have been considered for this design. .1 ZZ 7D 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 30.0 psf on overhangs live loads. . EXP. 12/31/2016 m non -concurrent with other 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 1-0-0 wide Will ST civil_ fit between the bottom chord and any other members, with BCDL = 10.Opsf. �rFOFCauF 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 joirl B, M except (jt=1b) - U=236. AA.,...L. 74 7/14C breaks with fixed heels' Member end fixity model was used in the analysis and desi n of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE AVI.7473 rev. 1a1=015 BEFORE USE- SEDesign Designvalid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �® a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• ' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ' fabrication, storage. delivery. erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VP. 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply • Av la 823 R46856 1603024 A16 ROOF SPECIAL 1 2 Job Reference 0 ti0nal _ SYSTEMS PLUS LUMBER CO, ANDERSON, CA7.640 s Sep 29 2015 MRek Industries, Inc. Mon Mar 2105:21:15 2016 Page 2 ID:VKCtW1 rgOkNgUKuzQBjsEzdl3w-5NDaeQn_Jf8DOc2czg2HG4obhmufWs?WzKf9?LzYnR2 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. w n BUTTE COUNTY BUILDING DIVISION APPROVED ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED 08TEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE �* Design valid for use only Win MfTek® connectors. This design is based only upon parameters shown, and is for an individual building component. not [��• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse vAth possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery. erection and bracing of trusses and truss systems. see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Buitding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Suite 109 Citrus Hei Ms CA 95610 Job Truss Truss Type Qty Ply Avila LUMBER- BRACING - Mal TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 DF No. 1&Btr G *Except* 846858924 1 1803-024 A17 Roof Special 1 1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation guide. REACTIONS. (Ib/size) N=1722/0-4-0, B=513/0-5-8, V=213910-5-8 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 2105:21:19 2016 Page 1 ID:VKctWt rg0kNgIJKuzQBjsEzdl3w-_8T5UogVNteeVDLNCg7DRwz9mNG5SX05uxdN96zYnR_ 1-0.0 48.0 8-5-8 14&12 21.OA 240-0 27-0.0 30.9.15 347.13 38-1-7 41-10-8 1$0 48-0 3.11-8 8.3.4 8-3-4 30.0 3.0.0 3.9-15 3-9-15 3-5-9 Scale = 1:80.1 6x8 = 6.00 F12 5x8 AA G AB W 3x5 = 3x4 = 3x4 11 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) 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 IBC20121TP12007 CSI. TC 0.82 BC 0.75 WE 0.96 (Matrix -M) DEFL. in Vert(LL) -0.30 Vert(TL) -0.62 Horz(TL) 0.16 (loc) I/deft Ud O -P >999 240 P >643 180 N nla nla PLATES GRIP MT20 220/195 M18SHS 220/195 Weight: 237 Ib FT = 20% LUMBER- BRACING - Mal TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 DF No. 1&Btr G *Except* end verticals. D -V: 2x4 OF Stud/Std G BOT CHORD Rigid ceiling directly applied or 3-10-7 oc bracing. WEBS 2x4 DF Stud/Std G 'Except' WEBS 1 Row at midpt F -U, H -R L -0,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) N=1722/0-4-0, B=513/0-5-8, V=213910-5-8 Max Horz 8=262(LC 83) Max UpliftN=-187(LC 11), B=-13(LC 83), V=-261(LC'10) Citrus Heights, CA 95810 Max Grav N=1785(LC 33), B=538(LC 56), V=2139(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-457/17, C -D=-102/294, F -AA= -2298/227, G -AA= -2086/241, G -AB= -2746/336, N ®U N E COUNTY BUTTE DU TT H-AB=-2806/325, H -I=-2521/305, I -AC= -27711316, J - AC= -2954/298, J -AD= -3806/384, K -AD= -4017/371, K -AE= -5885/570, L -AE= -5885/570 N BUILDING DIVISION BOTCHORD B -W=-97/345, U -V=-2105/280, D -U=-4991177, T -U=-16911992, T -AH= -5411761, S -AH= -54/1761, S-=11761, R -AI= -54/1761, Q -R=-143/2473, P -Q=-315/3469, r O -P=-54715556, N -0O=-3939013192 APPROVED !!j'/ WEBS U -W=-119/439, F -U=-2411/165, F -T=-333/213, G -T=-112/559, G -R=-232/1897, H -R=-1650/286, H -Q=-2591272, I -Q=-53/934, J -Q=-1390/204, J -P=-7811040, K -P=-2296/255, K -O=-1367/200, L -O=-232/3044, L -N=-3551/438, C -U=-447/55 NOTES- (13) 1) Wind: ASCE 7-10; VuK=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS�pFESSIpNq (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 Q 4 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct= 1 ��� ��ONIO 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 30.0 psf on overhangs non -concurrent with other live loads. Um 5) Provide adequate drainage to prevent water ponding. Q C 76428 Z 6) All plates are MT20 plates unless otherwise indicated. Q 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. P. 12/31/2016 n1 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. T CIVIL 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B except 0=1b) 9TF QQ.� N=187, V=261. OF CAI. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 21 2016 ®WARNING - verify design parameters and READ NOTES ON 7NIS AND INCLUDED wrEK REFERENCE PAGE MI -7473 rev. 10/07/2015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters showrt and is for on Individual building component, not� Mal a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated B to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS1/TPI1pval8y Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Informatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95810 SYSTEMS PLUS LUMBER CO, ANDERSON, CA - 7.640 s Sapp 29 2015 MITek Industries, Inc. Mon Mer 2105:21:19 2016 Page 2 ID:VKctW1 rgOkNgUKuzQBjsEzdl3w-- BT5UogVNteeVDLNCg7DRwz9mNG5SX05uxdN96zYnR_ NOTES- (13) 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 207 Ib down and 124 Ib up at 35-11-4, and 98 Ib down and 46 Ib up at 37-11-4, and 112 Ib down and 274 Ib up at 39-11-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -G=-80, G -H=-80, H-1=-80, I -K=-80, K -M=80, V -X=-20, N -U=-20 r Concentrated Loads (lb) Vert: AE= -123 AG=41 r 1 4 BUTTE COUN'T'Y BUILDING DIVISION APPROVED ® WARNING - Ve" design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE MI -7473 rev. 10,11=016 BEFORE USE. Truss TrussType Qty Ply ��l� P60 a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall 848856924 3024 A17 Roof Special 1 1 fabrication. storage. delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria. DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA - 7.640 s Sapp 29 2015 MITek Industries, Inc. Mon Mer 2105:21:19 2016 Page 2 ID:VKctW1 rgOkNgUKuzQBjsEzdl3w-- BT5UogVNteeVDLNCg7DRwz9mNG5SX05uxdN96zYnR_ NOTES- (13) 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 207 Ib down and 124 Ib up at 35-11-4, and 98 Ib down and 46 Ib up at 37-11-4, and 112 Ib down and 274 Ib up at 39-11-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -G=-80, G -H=-80, H-1=-80, I -K=-80, K -M=80, V -X=-20, N -U=-20 r Concentrated Loads (lb) Vert: AE= -123 AG=41 r 1 4 BUTTE COUN'T'Y BUILDING DIVISION APPROVED ® WARNING - Ve" design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE MI -7473 rev. 10,11=016 BEFORE USE. R Design validforuse only with M7ek® connectors. This design is based only upon parameters shown. and is for an Individual building component. not q a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iT®k- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage. delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria. DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply vila LUMBER- BRACING - BOT CHORD 8-V=-89/322, T -U=-2094/263, D -T=-1895/234, R -S=-132/1974, R -AF= -126/1936, TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD R46856925 [Job 1603-024 A18 Roof Special 1 1 Rigid ceiling directly applied or 3-10-6 oc bracing. WEBS 2x4 DF Stud/Std G WEBS 1 Row at midpt H -R, L -N Suite 109 8) A plate rating reduction of 20% has been applied for the green lumber members. Reference (optional) STS I CMA PLUS LUMetK UU, ANUtKSUN, GA 7.640 s Sep 29 2015 MITek Industries, Inc. Mon Mar 2105:21:22 2016 Page 1 ID: VKctWt _rgOkNgU KuzQ BjsEzd 13w-Oj8E6gsNgoODMg4ylogw2ZbizaJ4fueYavrl kRzYnQx & 0. 5 - 1b-0 !!'0 3-11-8 8-3-4 6. 3.4 -0. 3-0.0 I 3.6.0 I ti -0 4.9-8 5.1-0 6.00 12 5x6 = 5x6 = 5x6 = 3x5 = 3x4 = 3x4 II Scale = 1:80.4 LOADING (psf) TOLL 30.0 (Roof Snow=30.0) 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 0.70 BC 0.67 WB 0.90 (Matrix -M) DEFL. in Vert(LL) -0.23 Vert(TL) -0.75 Horz(TL) 0.10 (loc) I/deft Ud N-0 >999 240 N-0 >536 180 N n/a n/a PLATES GRIP MT20 220/195 Weight: 244 Ib FT = 20% LUMBER- BRACING - BOT CHORD 8-V=-89/322, T -U=-2094/263, D -T=-1895/234, R -S=-132/1974, R -AF= -126/1936, TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-3-5 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G *Except* - 6 C 76428 end verticals. D -U: 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 3-10-6 oc bracing. WEBS 2x4 DF Stud/Std G WEBS 1 Row at midpt H -R, L -N Suite 109 8) A plate rating reduction of 20% has been applied for the green lumber members. MiTek recommends that Stabilizers and required cross bracing 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B except 0=1b) CIVIL \�Q be installed during truss erection, in accordance with Stabilizer OF CAl �F 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Installation guide. REACTIONS. (Ib/size) N=1708/0 -4-0,8=510/0-5-8,U=2129/0-5-8 ' Mnrrh 71 7r11R Max Horz B=267(LC 10) Max Uplift N=-1 75(LC 11), B=-7(LC 59), U=-244(LC 10) Max Grav N=1893(LC 33), 6=526(LC 17), U=2129(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-445/19, CD= -123/295, D -E=-2324/113, E -F=-2117/131, F -G=-2056/214, BUTTE COUNTY G -H=-2021/221, H -I=-2093/245, I -Z=-2318/250, Z -AA= -2359/242, AA -AB= -2369/241, ?,Of Q F� 4 J -AB= -2450/233, J -K=-3821/325, K -AC= -3472/263, L -AC= -3472/263, M -N=-280/49 DIVISION BUILDING BOT CHORD 8-V=-89/322, T -U=-2094/263, D -T=-1895/234, R -S=-132/1974, R -AF= -126/1936, A -Al= -2 126/1936, O=-26212611936, P -Q=-126/1936, P -AH= -251/2672, AH -AI= -251/2672, O -AI= -251/2672, N -O=-262/2157 APPROVED WEBS T -V=-113/417, D -S=-102/2042, F -R=-491/148, G -R=-122/1431, H -R=-1305/192, - 6 C 76428 H -P=-83/413, I -P=-27/716, J -P=-1142/171, J -O=-89/1552, K -O=-1938/229, L -O=-97/1699, cr L -N=-2600/305, C -T=492/42 Q ^� EXP. 12/3112016 NOTES- (11) 1) Wind: ASCE 7-10; Vuh=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS ESSIONq (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=30.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1\0N10 ?,Of Q F� 4 3) Unbalanced snow loads have been considered for this design. y Q' F 4) This truss has been designed for of min roof live load 20.0 2.00 times flat load 30.0 greater of psf or roof of psf on overhangs non -concurrent with other live loads. - 6 C 76428 5) Provide adequate drainage to prevent water ponding. cr 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, ' Q ^� EXP. 12/3112016 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 Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. fit between the bottom chord and any other members, with BCDL = 10.Opsf. Suite 109 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 except 0=1b) CIVIL \�Q N=175, U=244. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. OF CAl �F 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ' Mnrrh 71 7r11R ® WARNING - VenTy design parameters and READ NOTES ON THIS AND INCLUDED IWTEK REFERENCE PAGE 1101-7473 rev. f0/O3/2018 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, not �- a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCS1 Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 Job' Truss - Truss Type Qty Ply Avila.• 846656925 1603024 A18 r � Roof Speciali � 1 - — �o Job Reference tional " • - SYSTEMS PLUS LUMBER CO, ANDERSON, CA t 7.840 s Sep 29 2015 MRek Industries, Inc. Mon Mar 21 05:21:22 2016 Pagge 2 ID:VKctW1_rgOkNgUKuzQBjsEzdl3w-Oj8E6gsNgoODMg4ytogw2ZbizaJ4fueYavrl kRZYnOx ` } LOAD CASE(S) Standard ' • + • .! _ 1) Dead +Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 - ,» � ,; t I • ,.4 Uniform Loads (pin Vert: A -G=-80, G -H=-80, H-1=-80, I -K=-80, K -M=-80, U -W=-20, N -T=-20 «� Concentrated Loads (Ib) . w - s > , 4' r, • Vert: AD= -24 AE= -29 , t . ! ` '. •i~ '� .:cif -! • , •. • �` ,. �y °�.�• ^.a _'�+. .. � •4 �r��� # ••F /. .,; _ s++ S •,sAw X 11 ..fir, t 1!`.- ' r _ 1. a -, '1 . • = • .�- 7 ' • , T , ' Y • • • - \ (y ` � ' ' • a F !- ♦ ,�,. - 1. , - .•. •, BUTTE C®1JN1`Tl� .« , . .. ' BUILDING ®IVIS10119, APPROVED. 1 Job' Truss - Truss Type Qty Ply Avila.• 846656925 1603024 A18 r � Roof Speciali � 1 - — �o Job Reference tional " ® WARNING - Veft design parameters and READ NOTES ON THIS AND INCLUDED AMEK REFERENCE PAGE 691.7473 rev. 10/03/2015 BEFORE USE Design valid for use only with Mirek® connectors. This design is based only upon parameters shown, and is for an individual building component, not [� ��• " a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ; MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - , fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component y, , 7777 Greenback Lane Safety Information available from Truss Plate Institute, 2)8 N. Lee Street, Suite 312, Alexandria. VA 22314. - Suite 109 ' Citrus Heights, CA 95610 Job Truss Truss Type Qty PlyAvla BOT CHORD D -V: 2x4 DF No.2 G ' TCLL 30.0 R46856926 1603024 A19 Roof Special 1 1 Ud PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 Job Reference (optional) ti ti l tM5 PLUS LUMntH Co, ANuh1150N, CA7.640 s Sep 29 2015 MTek Inoustries, Inc. Mon Mar 21 05:21:25 2016 Pagge 1 ID:V KctW1 _rgOkNgU KuzQBjsEzd l3wolgMlrvGzjPoD8pxYxEdgBDAZoMfsG4_Gt4hLmzYnQu 8 0- 6 3 1.8.0 4-8-0 3-11-8 8.9.4 8-9-4 -0- 380 3.6.0 5.0.0 39-8 3-1-0 5x8 = 5x8 = 6.00 52 G H AD m SIA d r W V 3x5 = 3x4 = 3x10 MT20HS 11 Scale = 1:82.7 At 5x10 'Z 3x4 11 L AJ M AK w N O N 2x4 11 4x6 = LOADING (psf) BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD BOT CHORD 2x4 DF No.1&Btr G *Except* BOT CHORD D -V: 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G 'Except* TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.87 Vert(LL) -0.22 Q -R >999 240 MT20 220/195 TCLL 10.0 Lumber DOL 1.15 BC 0.55 Vert(TL) -0.46 Q -R >863 180 MT20HS 165/146 BOLL 0.0 ' Rep Stress Incr YES WB 0.86 Horz(TL) 0.11 N n/a n/a M18SHS 220/195 crnr - Code IBC2012lrP12007 (Matrix -M) Weight: 254 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD BOT CHORD 2x4 DF No.1&Btr G *Except* BOT CHORD D -V: 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G 'Except* D -T: 2x4 DF No.2 G WEBS REACTIONS. (Ib/size) N=1661/0-4-0, B=518/0-5-8, V=2114/0-5-8 Max Horz 6=272(LC 10) Max UpliftN=-159(LC 11), B=-l(LC 10), V=-258(LC 10) Max Grav N=1905(LC 35), B=528(LC 17), V=2889(LC 35) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-445/25, D -AA= -100/290, D -E=-3336/125, E -AB= -3069/132, AB -AC= -2962/141, F -AC= -2920/145, F -G=-2747/202, G -H=-2265/208, H -AD= -2524/210, I -AD= -2678/202, I -AE= -3854/326, J -AE= -4027/315, J -AF= -3583/257, AF -AG= -3583/257, AG -AH= -3583/257, K -AH= -3583/257, K -AI= -2733/217, AI -AJ= -2769/204, L -AJ= -2842/202 BOT CHORD B -W=-82/326, U -V=-2854/277, D -U=-2645/257, T -AL= -144/2802, S -AL= -144/2802, R -S=-23/2247, R -AM= -133/2865, AM -AN= -133/2865, Q -AN= -133/2865, P -Q=-184/2449, O -P=-176/2088, N -O=-178/2087 WEBS U -W=-104/420, D -T= -81/2695,F -T=-330/105, F -S=-671/156, G -S=-44/433, G -R=-167/513, H -R=-103/1076, I -R=-1233/210, I -Q=-159/1469, J -Q=-2098/247, K -Q=-45/1502, L -P=8/436, L -N=2748/212, C -U=-449/49 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: V-W,T-U 3-8-4 oc bracing: U -V. 1 Row at midpt I -R MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (12) 1) Wind: ASCE 7-10; Vult=11Omph (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=30.0 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 30.0 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) B except 0=1b) N=159, V=258. Q�pFESS/0 �ONIO y�'P2CZ Co C 76428 z M lY � EXP. 12/31/2016 m 11� cjv(� 4�1OFCA1: I1Aarch 71 7t11R ® WARNING - Veft design parameters and READ NOTES ON THIS AND INCLUDED WEEK REFERENCE PAGE WJ4473 rev. 10/0.9/2016 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 QualHy Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 P16JobTruss SYSTEMS PLUS LUMBER CO, ANDERSON,CA 7.640 s Sep 29 2015 Mrrek Industries, Inc. Mon Mer 2105:21:25 2016 Page2ID:VKctW1rgOkNgUKuzQBjsEzdl3w-olgMlrvGzjPoD8pXYxEdg6DAZoMfsG4_Gt4hLmzYnQu NOTES- (12)i 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. WARNING - VedlydesignparametersandREAD NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE MI.7473rev. 10/03/[016BEFOREUSEDesign valid for use only with MTeMconnectors. This design a based only upon parameters shown, and b for an indivual building ccomponent, nota Truss Type Qty. Ply Avlle846856928 design. Bracing indicated b to prevent buckling of IndMdual truss web and/or chord members only. Additional temporary and permanent bracingMiTek' is always required for stability and fo prevent collapse with possible personal injury and property damage. For general guidance regarding thefabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Bundling Component 7777 Greenback Lane 03.024 A19 Roof Special 1. 1 Cif s Hel hfs CA 95610 Job Reference (optional) P16JobTruss SYSTEMS PLUS LUMBER CO, ANDERSON,CA 7.640 s Sep 29 2015 Mrrek Industries, Inc. Mon Mer 2105:21:25 2016 Page2ID:VKctW1rgOkNgUKuzQBjsEzdl3w-olgMlrvGzjPoD8pXYxEdg6DAZoMfsG4_Gt4hLmzYnQu NOTES- (12)i 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. WARNING - VedlydesignparametersandREAD NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE MI.7473rev. 10/03/[016BEFOREUSEDesign valid for use only with MTeMconnectors. This design a based only upon parameters shown, and b for an indivual building ccomponent, nota truss system. Before use. the building designer must verify the applicability of design parameters and properly inco orate this desi n Innto the overallbuilding design. Bracing indicated b to prevent buckling of IndMdual truss web and/or chord members only. Additional temporary and permanent bracingMiTek' is always required for stability and fo prevent collapse with possible personal injury and property damage. For general guidance regarding thefabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Bundling Component 7777 Greenback Lane Safety Intormation available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Cif s Hel hfs CA 95610 Job Truss Truss Type Qty Ply Avila LUMBER- BRACING - �pFESSIO/`/q TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 DF No.1&Btr G 'Except' BOT CHORD 846856927 1603-024 A20 Roof Special 1 1 1 Row at midpt E -U, M-0 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 bottom chord live load live loads. MiTek recommends that Stabilizers and required cross bracing psf nonconcurrent with any other 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 be installed during truss erection, in accordance with Stabilizer fit between the bottom chord and any other members, with BCDL = 10.Opsf. Job Reference (optional) OI CMJ YLUS LUMUcK GV, A UdKSVN, UA7.540 s Sep 29 2015 MTek Industries, Inc Mon Mar 2105:21:27 2016 Page 1 ID:V KctW1_rgOkNgUKuzQBjsEzd 13w-Ihx79Xw WU LfWSSyvgMG51clVAb?BKBYHkBZoQfzYnQs 1-0-0 4.8.0 8-5-8 131-11 t -9-13 22.6-0 28-0-0 3 •0-0 3 -1-8 34- A 37-10-4 41- 0.8 1$0 4-8.0 3-11-8 4-8-3 4-8.3 4-8-3 5$0 3$0 -1-8 2-0-0 3.8.12 4-0-4 6x6 = 6.00 12 AC Scale = 1:82.2 3x5 = 3x4 = 3x4 II LOADING (psf) TOLL 30.0 (Roof Snow=30.0) 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 IBC20121TP12007 CSI. TC 0.92 BC 0.74 WB 0.80 (Matrix -M) DEFL. in Vert(LL) -0.34 Vert(TL) -0.76 Horz(TL) 0.11 (loc) I/deft Ud R -T >999 240 R -T >528 180 0 n/a n/a PLATES GRIP MT20 220/195 Weight: 246 Ib FT = 20% LUMBER- BRACING - �pFESSIO/`/q TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 DF No.1&Btr G 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: D -V: 2x4 DF Stud/Std G 6-0-0 oc bracing: V -W WEBS 2x4 DF Stud/Std G 3-10-6 oc bracing: U -V. WEBS 1 Row at midpt E -U, M-0 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 bottom chord live load live loads. MiTek recommends that Stabilizers and required cross bracing psf nonconcurrent with any other 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 be installed during truss erection, in accordance with Stabilizer fit between the bottom chord and any other members, with BCDL = 10.Opsf. Installation guide. REACTIONS. (Ib/size) B=520/0-5-8, V=2112/0-5-8, 0=1661/0-4-0 CIU IL Max Horz B=272(LC 10) �rFoF ca,oF Max UpliftB=-10(LC 11), V=-251(LC 10), 0=-159(LC 11) Max Grav B=527(LC 17), V=2112(LC 1), 0=1953(LC 35) FORCES. Max. Comp./Max. Ten. COUNTY (lb) - - All forces 250 (lb) or less except when shown. TOP CHORD 57 'BUTTE DIVISION H-AB=2146/264,H-AC=/29273153, IAC03091/3322,,I-AD82/366171,J-AD42317271, BUILDING J -K=2592/292, K -L=-2128/243, L -M=-2506/246, -71/30, N-0=-3 BOTCHORD B -W=-100/325, U -V=-2077/270, D -U=-424/141, T -U=-195/1837, T -AE= -24/1627, APPROVED S -AE= -24/1627, S -AF= -24/1627, R -AF= -24/1627, Q -R= -114/2640,P -Q=-146/241 6, O-P=-185/2076 WEBS U -W=-122/416, E -U=-2319/182, E -T=0/282, G -T=-584/174, H -T=-139/844, H -R=-228/1803, March 21,216 I -R=-1340/297, 1-0=-697/30, J -Q=-82/964, L -P=-24/724, M -P=-29/312, M -O=-2485/237, C -U=-439/57, K -Q=-503/90, K -P=-826/69 Design valid for use only with Mtfek@ connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not NOTES- (11) �pFESSIO/`/q 1) Wind: ASCE 7-10; Vuh=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) left left Q Z�. ON10 ifiC gable end zone; cantilever and right exposed ; end vertical and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 Category ��� �� ,S, psf (flat roof snow); Il; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. [V 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 30.0 psf on overhangs J6 C 7642 $ non -concurrent with other live loads. Z of t7 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 bottom chord live load live loads. �(P, 12I31I2�16 rn psf nonconcurrent with any other 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. CIU IL 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B except U=1b) V=251. 0=159. �rFoF ca,oF 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co.r-nnfin—d nn nona 'I March 21,216 ® WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE W1.7473 rev. 10/0312018 BEFORE USE R Design valid for use only with Mtfek@ connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ® a truss system. Before use. the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED 007EK REFERENCE PAGE AGI -7473 rev. 101=015 BEFORE USE, Design valid for use ony with MOek® connectors. This design is based only upon parameters shown, and Is for an individual building component. not �• a truss re system. Befouse. the building designer must verify the applicability of design parameters and property incorporate this design Into the overall - building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MITBk• Is always required for stability and to prevent collapse Wth possible personal injury and property damage. For general guidance regarding the ' fabrication, storage.delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality CrIteda, OSB -89 and BC51 Building Component •. 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - - - i r Suite 109 A Citrus Heights, CA 95010 ', • s"• { Truss Truss Type` �► Qty la f � ' ` R46856927 927 1603024 A20 Roof Special IPIY,,Job -. Job Reference (optional) 1' SYSTEMS PLUS LUMBER CO, ANDERSON, CA �, " 7.640 s Sep 29 2015 MTek Industries, Inc. Mon Mar 2105:21:27 2016 Page 2 •. , ID:VKclW1_rgOkNgUKuzQBjsEzdl3w-Ihx79XwWULfWSSyvgMG51cIVAb7BKBYHkBZoQfzYnQs 1 1 i, ' a4Y �4 r r , r�• .r' + • t ' ~ 'y " Ar J ,K . .� { •'�, 1 ry' •� r1 w � .. r � •` i `• { � r •- e r 1�1 .. • - �� UJUNW .. BIJIL®lNQ DIVISION 1. APmu UD ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED 007EK REFERENCE PAGE AGI -7473 rev. 101=015 BEFORE USE, Design valid for use ony with MOek® connectors. This design is based only upon parameters shown, and Is for an individual building component. not �• a truss re system. Befouse. the building designer must verify the applicability of design parameters and property incorporate this design Into the overall - building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MITBk• Is always required for stability and to prevent collapse Wth possible personal injury and property damage. For general guidance regarding the ' fabrication, storage.delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality CrIteda, OSB -89 and BC51 Building Component •. 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - - - i r Suite 109 A Citrus Heights, CA 95010 Job Truss, Truss Type Qty Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall F R46856928 1603-024 A21 Roof Special } 1 JPly " FIAVIIS fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MITek Industries, Inc. Mon Mar 21 05:21:30 2016 Page 1 5 ID:VKctWt_rg0kNgIJKuzQ13jsEzd13w-9GdFoZzPnGl4JvhULUgoNFwlhp3mXWojQ9nS0_zYnQp .. 1•B•0. 4-8-0 - 8-5-8 13-1-11 17-9-13 22-6-0 28-0.0 29-0-0 34-1-8 ,38-1-8 , 41-10.8 ft�$•0 4.8-0 3-11.8 4.8.3 4-8.3 4.8-3 3$-0 30.0 - 5.1.8 2.0.0 59.0 • �' _ • ., • * 1 Scale = 1:82.2 5x6 I I 12 - .e AB H AC 5x6 5x6 = 2x4 11 + ' 3x10 i G I . AE Ext = 1.•' a - AA d AF J 5x10 y . 054 F . K •y•. _ , • �' - E _s , 3x4'11' . � r 5x8 3x5 i D M C IJ 5x14 = T ` AG S 'AH R At Q - P e O, .' N B i 4x8 = 6x6 - 3x8 = ' •4x6 = 4x10 = 4x4 II dA a , r • 3x10 MT20HS = >' 3x5 - 3x4 - Y 3x4 I I - • .. V - • ' . i 4.8.0 8.2.12 11, x8 . 17.9.13 26.0.0 29-0.0 ' 341-8 , 36.1.8 , 41-10.8 r d-8-0 3-9-12 0-2-12 9-d-5 8-2-3 3-0.00 5-9-0 Plate Offsets (X,Y)— [B:0-5-4,0-0-4), [I:0-3-0,0-2-01, [K:0-5-0,0-2-0), [M:0-3-0,0-1-8), [N:Edge,0-3-8), [0:0-2-4,0-1-12) LOADING (psf) SPACING- 2-0-0 CSI. DEFL., r in (loc) I/deft Ud PLATES GRIP ' TCLL 30.0 I Plate Grip DOL 1.15 TC 0.78 Vert(LL) -0.20 R -T >999 240 MT20 220/195 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.55 Vert(TL) -0.51 T -U >787 1.180 ' MT20HS 165/146 TCDL 10.0 Rep Stress Incr YES WB 0.89- Horz(TL) 0.10 N n/a n/a BCLL 0.0BCDL ' 00 Code ISC2012ITP12007 (Matrix -M) s. Weight: 247 Ib FT = 20% LUMBER- BRACING- ` TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except. BOTCH ORD 2x4 DF No.1&Btr G *Except* end verticals. - ' D -V: 2x4 DF Stud/Std G r ,BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS, 2x4 DF Stud/Std G 'Except 6-0-0 oc bracing: V -W M -N: 2x4 DF No.2 G 3-10.4 oc bracing: U -V. WEBS 1 Row at midpt E -U, I -R MiTek recommends that Stabilizers and required cross bracing • be installed during truss erection, in accordance with Stabilizer MInstallation guide, REACTIONS., (Ib/size) B=520/0 -5 -8,V=2111/0 -5-8,N=1662/0-4-0 Max Horz B=272(LC 10) ` Max UpliftB=-11(LC 11), V=-251(LC 10), N=-159(LC 11) ; I p1 Max Grav B=527(LC 17), V=2111(LC 1), N=1958(LC 35) BUTTE COUNTY' (�� tlTY' FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 'BUILDING D I Oil S i d lel TOP CHORD B -C= -433/35,'E -F=-2232/157, F -AA= -2145/157, G -AA= -2078/170, G -AB= -2241/257, J -AB=-2 18/25 8, E-AF=2497/314, I -AC= -2598/300, , K -L=- 154/266, L-AD=-21541266,APPROVED ` J -AE= -2318/257, AE -AF= -2363/254, K -AF= -25461243, K -L=-2790/282, L -M=-2643/226, ' M -N=-1895/188 ti BOT CHORD B -W=-100/325, U -V=-2077/270, D -U=-426/139, T -U=-198/1833, T -AG= -21/1627, S -AG= -21/1627, S -AH= -21/1627, R -AH= -21/1627, R -AI= -61/2246, Q -AI= -61/2246, P -Q=-191/2754, O -P=-156/2237 WEBS' U -W=-122/417, E -U=-2303/186, E -T=0/281, G -T=-587/176, H -T=-152/827, H -R=-206/1584, J -R=1354/258, I -Q=423/58, J -Q=-11/657, K -Q=778/137, K -P=974/109, L -P=-80/1183, 1 L-0=351/78; M -O=-112/2019, C -U=-436/54 t , Q�pFESS►O/V NOTES- (12) �t`o �(pNIO by �yC 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 --11.33 plate grip DOL=1.33 - 2 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 J � C 76428 7 3) Unbalanced snow loads have been considered for this design. 0 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 30.0 psf on overhangs * EXP. 12/31/2 6 non -concurrent with other live loads. : 5) Provide adequate drainage to prevent water ponding. r 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 ft between the bottom chord and any other members, with BCDL = 10.Opsf. OF Cxo. 9) A plate rating reduction of 20% has been applied for the green lumber members. March 71 21116 ® WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED HTEK REFERENCE PAGE 11914473 rev. 1010312015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hel Ms CA 95610 - Job Avlle + R46B56928 1603.024 A21 Root, Special 1 1 Job Reference (optional) ' SYSTEMS PLUS LUMBER CO, ANDERSON, CA 1 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 2105:21:30 2016 Page 2 ID:VKctW1 rgOkNgUKuzQBjsEzdl3w-gGdFoZzPnGl4JvhULUgoNFwlhp3mXWojQ9nS0_zYnQp NOTES- (12) 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B except (jt=lb) V=251, N=159. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 1 BUTTE BUILDING I-XPw ROVED ® WARNING - verily design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 1191.7473 rev. 10/032015 BEFORE USE Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage. delivery• erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, OSB -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Truss Truss Type Qty Ply SYSTEMS PLUS LUMBER CO, ANDERSON, CA 1 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 2105:21:30 2016 Page 2 ID:VKctW1 rgOkNgUKuzQBjsEzdl3w-gGdFoZzPnGl4JvhULUgoNFwlhp3mXWojQ9nS0_zYnQp NOTES- (12) 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B except (jt=lb) V=251, N=159. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 1 BUTTE BUILDING I-XPw ROVED ® WARNING - verily design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 1191.7473 rev. 10/032015 BEFORE USE Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage. delivery• erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, OSB -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Avila 2-0-0 CSL,. " Plate Grip DOL - R46856929 1603-024 A22 Roof Special 1 1 , ' YES WB 0.94 BCDL 10.0 Code IBC2012`TP12007 Suite 109 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA - 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 2105:21:33 2018 Payye 1 ID:VKctW1 rgOkNgUKuzQBjsEzdl3w-ZrJOQB?H4BPfANQ3OcNV?tYX100?ksm96706dlzYnQm • ` r 1$•0 4.8.0 3-11$ 7.0.4 1-6-0 3-0-0 4-2-0 M. -"B 2.0.0 3.10$ , • - Scale = 1:83.4 ' I 5x6 '5x8= 6.00 12 G • AD 5x8 H 1 r AE • _ 3x4 AF_ 3x8 . 3x10 AC J I 3x5.11 F AG' 8x8 =5x6 = y E K - ` 4x85x6H•M SN �' cs ' 3x5 i C 3x4 = V - U A B 6x6: , ' . 8x8 = 3x10 = Y X 3x5 = 3x4 = 4 3x4 11 • 480 8.2.12 8.6,-8 15-5-12 ' LOADING (psf) R 1 TCLL 30.0 SPACING- 2-0-0 CSL,. (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.83 TCDL 10.0 Lumber DOL 1.15 BC 0.84 -BCLL 0.0 Rep Stress Incr YES WB 0.94 BCDL 10.0 Code IBC2012`TP12007 Suite 109 (Matrix -M) LUMBER - Q P 0 TOP CHORD 2x4 DF No.1&Btr G 2x4 II 8x12 = 3x4 II BOT CHORD 2x4 DF No.1&Btr G *Except* - D-X,K-Q: 2x4 DF Stud/Std G , 38-1-8 42-0-0 D-2-6,0-2-141 WEBS 2x4 DF Stud/Std G *Except* DEFL. in (loc) I/deft L/d P-R,L-R: 2x4 OF No.2 G s. GRIP Verf(LL) -0.24 R -S >999 240 I 4 TAI `AJ S , " AK AL R 1 R Design void for use only with MTek® connectors. This design Is based only upon parameters shown. and is far an Individual building component, not j 4x8 = %• 3x8 = ' building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the t. fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 222314. Suite 109 Q P 0 " + t 2x4 II 8x12 = 3x4 II 1a1-0 - ,X27-0-0' 35-4-0 , 38-1-8 42-0-0 D-2-6,0-2-141 7.9.8 3.10-a - DEFL. in (loc) I/deft L/d PLATES GRIP Verf(LL) -0.24 R -S >999 240 MT20 220/195 Vert(TL) -0.69 R -S >584 180 Horz(TL) 0.32 0 . n/a n/a Weight: 274 Ib FT = 20% BRACING-' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals: BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 16-0-0 oc bracing: X -Y 3-11-0 oc bracing: W -X. WEBS 1 Row at midpt F -T, H -T, H -S 2 Rows at 1/3 pts L -P 4 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=525/0-5-8, X=2111/0-5-8, 0=1669/Mechanical' Max Horz 8=254(LC 9) " Max UpliftB=26(LC 10), X=-233(LC 10), 0=-157(LC 11) ' Max Grav B=539(LC 40), X=2111(LC 1), 0=1977(LC 35) BUTTE COUNTY 1 �.� B t ! NIY FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BUILDING 1 L I 1 D (� 1, S� ^ TOP CHORD B -C=-488/87, D -E=-2393/133, E -F=-21621153, F -AC= -1957/201, G -AC= -1831/235, BU L � V + V yS J-AFG-AD=- 1953/254, H -AD -AG= -32025/251, H-1=-13459/36, I -AE= -2145/259, A -AH= -12197/249,' APPROVED * J -AF= -2310/239, J -AG= -33101374, K -AG= -3459/361, K -L=-3193/293, L -AH= -10621124, M -AH= -1062/124, M -N=-1295/106, N -O=-1942/172 BOT CHORD B -Y=-751346, W -X=-2076/252, D -W=-1833/239, U -V=-9312027, T -U=-93/2027, T -AI= -4311887, AI -AJ= -43/1887, S -AJ= -43/1887, S -AK= -188/2497, AK -.4L=-188/2497, , R -AL= -188/2497, K -R=-563/139 WEBS W -Y=95/448, C -W---403/60, D -V=-58/1910, F -T=-6351166, G -T=144/1408, H -T=1215/204, ' H -S=211/294, I -S=23/637, J -S=-950/201, J -R=114/800, P -R=-301/3457, �()FESS/0&1 L -R=-223/2662, L -P=-4011/332, N -P=-115/1572 Q ' O �QNIOL' F NOTES- (13) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.6psf; 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 U U C 76428 2) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category Il; Exp C; Partially Exp.; Ct=1 —� Z 3) Unbalanced snow loads have been considered for this design. � EXP.12/31/2016 m 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 30.0 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. T C)VIi. 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. OFC �F 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. March 21,2016 -® WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MI -7473 rev. 10/032015 BEFORE USE. R Design void for use only with MTek® connectors. This design Is based only upon parameters shown. and is far an Individual building component, not j a truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 222314. Suite 109 Citrus Heights, CA 95610 _ s s Job Truss Truss Type 1„ r Qty Ply Avila • + � � a building design. Bracing indicoted is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing � � ` 846856929 1603-024 A22. ' Roof Special fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIJTFII Quality Criteria. DSB-89 and SCSI Building Component '1, r ' "' Job Reference (optional) ' t SYSTEMS PLUS LUMBER CO, ANDERSON, CA - ,1r.• ,r r " 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 2105:21:33 2016 Page 2 ID: VKctWt_rgOkNgUKuzQBjsEzdl3w-ZrJOQa?H4BPfANQ3OcNV?tYX1007ksm96706dIzYnQnn NOTES- (13) i. 1 10) Provide metal plate or equivalent at bearing(s) O to support reaction shown.. r ^ f` 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) B except (jt=1b) X=233; 0=157. �+ 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. it 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co.' Jf •. •. � '�• ....'; �j- �,y '�. ''. .. 1Fe - - .1.?{~ r� -. >i .Fat 1' DIVISION F3UILU1�1C� 1 • i 1 rvpnov Li E Y 4 Job Truss Truss Type 1„ r Qty Ply Avila • + � � a building design. Bracing indicoted is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing � � ` 846856929 1603-024 A22. ' Roof Special fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIJTFII Quality Criteria. DSB-89 and SCSI Building Component '1, r ' "' Job Reference (optional) ' ® WARNING - Verify design parameters and READ NOTES ON TNIS AND INCLUDED IffrEK REFERENCE PAGE h967473 rev. 10/03/2016 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 ��®® HT a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall I�• building design. Bracing indicoted is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• ' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIJTFII Quality Criteria. DSB-89 and SCSI Building Component 7777 Greenback Lane , Safety.Informa8on available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite IruslHel i hts CA 95610 Job Truss Truss Type Qty PlyAvile 1-8-0 4-8-0 3.11.8 4-9-11 4--11 49-11 2.3.0 5.1.4 51-4 2-B.0 2-0.0 2.0.0 a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall Scale = 1:94.9 846856930 1603024 A23 ROOF SPECIAL 1 1 fabrication. storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPI1 Quality Crtterta, DSO -89 and SCSI BuBding Component 5x8 = Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. AG H I AH Job Reference (optional) SYSTEMS I CMJ PLUS LUMBER CO. ANDERSON, CA 7.64u s bep Le Lul o mi i eK inauSlnes, Inc. Mon Mar 21 ub:21:38 2uib I -age 1 ID:VKctWt_rgOkNgUKuzQBjsEzdl3w_Q X2cl9N6nE1gBehlwCdWA2aE27xDKbo5FmEdzYnQj �1-6-0 4-8-0 8-5•B 13-3.3 18.0--13 22-10.8 2S1-8 30.2.12 35-0-0 38-0-0 40.0-0 42-0-0 1-8-0 4-8-0 3.11.8 4-9-11 4--11 49-11 2.3.0 5.1.4 51-4 2-B.0 2-0.0 2.0.0 a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall Scale = 1:94.9 building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 7x14 M18SHS = MiTek 6.00 12 fabrication. storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPI1 Quality Crtterta, DSO -89 and SCSI BuBding Component 5x8 = Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. AG H I AH 3x10 i 3x4 3x5 AF (' J 3x4 ! ' F AE At 4x6 6x6 =. E K 5x10 = 6x8 % AJ L 2x4 II n D N 3x5 i C j RA SHS 5x8 = x W V AK UAL TAM. ANS I A B 3x10 MT20HS = 3x5 = 3x4 = 4x5 = 1 AA Z 4x10 = 3x4 = Q P O 3x5 = 3x4 = 3x10 MT20HS II 2x4 II 7x8 = 5x6 = 4-6-0 8-2-12 8- 13-3-3 18-0-13 21 b-0 •10 25.1-8 66- 30-2-12 35-4-0 38-0.0 40h0 42-0-0 3-a 1z o z x411 a 4.11 is-� 1 -aa -u+ 1-4-a ie -1 5-1-4 -a-0 .o-0 -a-0 Plate Offsets (X,Y)—[B:0-5-4,0-0-41,[H:0-10-4,0-2-0] [1:0-4-0,0-1-15] [L:0-5-12 0-1-12] [M:0-3-0,0-1-12] [P:0-2-8 0-2-8],[X:0-3-8 0-2-0] [Y:0-6-0,0-2-12] LOADING (psi) TOLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.88 Vert(LL) -0.35 S -T >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.89 Vert(TL) -0.64 S -T >633 180 MT20HS 165/146 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(TL) 0.37 O n/a n/a M18SHS 220/195 Code IBC2012ITP12007 (Matrix -M) Weight: 268 Ib FT = 20% D 0.0 LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G `Except end verticals. D-Z,K-Q: 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 DF Stud/Std G 'Except 6-0-0 oc bracing: Z-AA,X-Y D-X,P-R,L-R: 2x4 OF No.2 G 3-0-8 oc bracing: Y -Z. WEBS 1 Row at midpt J -T, L -P, M-0 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS. (Ib/size) B=517/0-5-8, Z=2228/0-5-8, 0=1761/Mechanical Max Horz B=255(LC 9) Max UpliftB=-40(LC 6), Z=-146(LC 10), 0=-49(LC 11) Max Grav B=517(LC 35), Z=3025(LC 33), 0=2389(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-487/122, C -D=-330/658, D -E=-3394/0, E -AE= -3377/0, F -AE= -3238/0, F -AF= -3221/0, G -AF= -3117/0, G -AG= -3044/5, H -AG= -2799/54, H -I=-2479/43, I -AH= -2881/69, J -AH= -3144/1,J -AI= -3537/37, K -AI= -3821/22, K-AJ=4514/82, L -AJ= -4634!77, L -M=-1673/25 BOT CHORD B -AA= -54/307, Y -Z=-2989/166, D -Y=-2819/176, X -Y=-436/340, W -X=0/2895, V -W=0/2895, V-AK=0/2896, U-AK=0/2896, U-AL=0/2479, AL-AM=0/2479, T-AM=0/2479, T-AN=0/3294, S-AN=0/3294, R -S=-73/4177, K -R=0/382, O -P=-47/831 WEBS Y -AA= -72/399, D -X=-29/3056, E -X=-626/75, G -U=-633/181, J -T=-1214/202, J -S=-41/540, K -S=1038/151, P -R=-59/2545, L -R=37/3200, L -P=3992/92, M -P=0/2157, C -Y=744/142, H -U=62!725, I -T=81/1041, M-0=2372/61 BUTTE C®UIVT BUILDING DIVISION APPROVED NOTES- (16) 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 --30.0 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 30.0 psf on overhangs non -concurrent with other live loads. 5) 200.01b AC unit load placed on the top chord, 24-0-0 from left end, supported at two points, 5-0-0 apart. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) The Fabrication Tolerance at joint R = 4% 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrerlt 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 140-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. Q�pFESS/o =��O ONIO yF �2ci 2 C 76428 z D EXP. 12/31/2016 N rFOF cMk_\_�rt March 91 9f11R ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE A91.7473 rev. 10/03/2018 BEFORE USE Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not• a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPI1 Quality Crtterta, DSO -89 and SCSI BuBding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Hei hts CA 95610 'r .. .. � ', tea. � .` r. ' { I � •• • - a. .job Truss Type; Qty PlyTjob t '. - .. �Truss_ + +. -R46856930 1603.024 , A23 - ROOF SPECIAL t 1 .�Y 13) Provide metal plate or equivalent at bearing(s) O to support reaction shown. �Reference ' 14) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, O except 0=1b) Z=146. (optional) ®WARN ING , Verify design parameters and READ NOTES ON THIS AND INCLUDED i1 TTEK REFERENCE PAGE 1101.7473 rev. 10/0.1/2015 BEFORE USE. R 1 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �B a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 11 A'�e l.' is aways required for stability and to prevent collapse with possible personal Injury and property damage. For, general guidance regarding the - M R ' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see. ANS117PIl Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane 4 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. .. - _ ' Suite 109 Citrus Hei hta CA 95610 4 • SYSTEMS PLUS LUMBER CO, ANDERSON, CA r 7.640 s Sep 29 2015 MITek Industries, Inc. Mon Mar 2105:21:36 2016 Page 2 t - ID:VKctW1 rgOkNgUKuzQBjsEzdl3w- Q X2cl9N6nE1g6ehlwCd,WA2aE2zxDKbo5FmEdzYnQj + +. NOTES- OTES 11) 11) A plate rating reduction of 20% has been applied for the green lumber members. „ J 12) Refer to girder(s) for truss to truss connections. .�Y 13) Provide metal plate or equivalent at bearing(s) O to support reaction shown. / ' 14) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, O except 0=1b) Z=146. 15) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 16) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. A J'. 16 '- -t ' ' • .. • `; •f 4 • 1 . J ' 1 1 t . ,1... • .41f < r - _ , • 1 . '. - f, '" t • + f r Y ty , .. � .. + ` $ r,t, r '. - f • . .. *� .i rte• +. •{ • +• ( , K ., J t -BUTTE COUNTY , ZUIL®IiVG DIVISi0�1 APPROVED A. ®WARN ING , Verify design parameters and READ NOTES ON THIS AND INCLUDED i1 TTEK REFERENCE PAGE 1101.7473 rev. 10/0.1/2015 BEFORE USE. R 1 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �B a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 11 A'�e l.' is aways required for stability and to prevent collapse with possible personal Injury and property damage. For, general guidance regarding the - M R ' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see. ANS117PIl Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane 4 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. .. - _ ' Suite 109 Citrus Hei hta CA 95610 4 SYSTEMS EMS PLUS LUMBER CO. nrvvtnaurv, Wit\ /.e40 5 JBp Z9 Z015 MI I eK maustnes, Inc. Man Mar 21 05:21:35 Z016 Peggg 1 ID:VKclW1 rgOkNgUKuzQBjSIE dl3w"wo6HT13QvjlyH811pAzgixFPjlnRP7ouFPktlWzYnQh • - x1-8-0 4S014-10.13 21.4-3 28-7-13 30.0.0 35.0-0 40.0.0 42-0.0 , 1.8.0 4.6.0 s; 311-8 65-5 65-5 5-3.10 3.4-3 5-0.0 5"0.0 2-0-0 + 5x8 = 1 _ ' Scale = 1:82.4 6.0052 5x6 = - AE G AF H AG 4x6 \ + 3x10 3x4 i AH - - i F 4x6 E J 5x8 = &B i AC - - AI 5x8 q • p 4 K L 4x4 AB + ' C Bx , °4 4 6x8 = U T S ' r R- Q - M 9 4x8 = '4x4 =. 4x5 = d 7x8 = S r x W_ ' P Or. 1 N. M 3x5 — 3x4 = ^3x10 MT20HS I I - ` - , +' 2x4 I I 1 i 4x10 = . 5x6-+= 3x4 = ' i 4$0 62-12 65.8 14-10.13 21-4-3 267-13 30.0.0 35-0.0 40-0-0 42.0.0 , 4$-0 3.8-12 0.2-12 6-5-5 8"5.5 5.3-10 3-4-7 5.0.0 S_g_g -0.0 Plate Offsets (X,Y)— [13:0-5-4,0-0-4], [G:0-4-0,0-1-15), [1-1:0-3-0,0-2-7], [K:0-5-4,0-2-0), [L:0-2-12,0-1-8), [M:Edge,0-1-8), [N:0-2-12.0-1-81,[0:0-4-4,0-1-8], [Q:0-9-0,0-5-8], [U:0-3-8 .0-3-81, [Y:0-6-4.0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC .-0.77 Vert(LL) -0.29 Q -R >999 240 MT20 220/195 Lumber DOL 1.15 SC 0.63 Vert(TL) -0.52 Q -R >772 180 MT20HS 165/146 TCDL 10.0'. Rep Stress Incr YES WB 0.95 Horz(TL) 0.20 • M ' n/a nla i BCDL 0.0LL 0.0 • Code IBC2012/TPI2007 (Matrix -M) Weight: 274 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF No.1&Btr IS *Except*' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except G -H: 2x6 OF SS G end verticals. BOT CHORD 2x4 OF No.1&Btr G 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, . Except: D -W: 2x4 OF No.2 G, T-V,Q-T: 2x6 OF SS G, I -P: 2x4 OF Stud/Std G 6-0-0 oc bracing: W -X WEBS 2x4 OF Stud/Std G 'Except' 3-8-4 oc bracing: V -W. O-Q,L-N: 2x4 DF No.2 G - WEBS 1 Row at midpt I -R, J -O MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS. (Ib/size) M=1773/Mechanical, B=568/0-5-8, W=2164/0-5-8 ����� COUNTY Max Horz B=240(LC 9) MaxGravM=2270( 31), -24(LCC31), 128(LC LC BUILDING DIVISION' Max Grav M=2270(LC 31), 6=576(LC 31), W=2884(LC 31) r - FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown, APPROVED � ®� �'�` TOP CHORD B -C=-582/83, C -AB= -601x79, D -AB= -542192, D -AC= -3497/0, E -AC= -3251/0, E -F=-3141/0, A F -AD= -3009/0, AD -AE= -2789/0, G -AE= -2743/0, G -AF= -2492/0, AF -AG= -2492/0, H -AG= -2492/0, H -I=-2933/0, I-AH=3528/8, J -AH= -3790/0, J -AI= -2274/23, K -AI= -2429/8, •K -L=-1141/0, L -M=-2236/34 ' BOT CHORD B -X=-55/425, V -W=-2847/147, D -V=-2373/181, U -V=-17/826, T -U=012953, S -T=0/2953, r R -S=0/2492, Q -R=0/3272, I -Q=-86/1089, N -O=-39/1062 WEBS C -X=-272/93, V -X=-69/541, D -U=0/2160, F -U=-377/77, F -S=-593/210; G -S=-17/607, r H -R=50/918, I -R=1494/226, 0-0=22/2456, J -Q=011438, J -0=2082x57, K-0=0/1251, K -N=2164/85, L -N=36/2479, C -V=-347/197 Q�OFESS/o& .44 NOTES- (15) + �O �(ONIO 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 G(/ 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct= 1 J C 76(28 Z ;a3) Unbalanced snow loads have been considered for this design. 0 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 30.0 psf on overhangs �(P 2/31�2�16 nI non -concurrent with other live loads. 5) 200.01b AC unit load placed on the top chord, 24-0-0 from left end, supported at two points, 4-0-0 apart. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. CIVIL 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. '9TF 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 OF CALIF 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. Job Truss Truss Type Qty. Ply - e- a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall . building design. Bracing Indicated k to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Tvlle 1 - R46856931 WOW 1603-024 A24 CALIFORNIA 1 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandra, VA 22314. Suite 109 ` Citrus Heights, CA 95610 b Reference o tional SYSTEMS EMS PLUS LUMBER CO. nrvvtnaurv, Wit\ /.e40 5 JBp Z9 Z015 MI I eK maustnes, Inc. Man Mar 21 05:21:35 Z016 Peggg 1 ID:VKclW1 rgOkNgUKuzQBjSIE dl3w"wo6HT13QvjlyH811pAzgixFPjlnRP7ouFPktlWzYnQh • - x1-8-0 4S014-10.13 21.4-3 28-7-13 30.0.0 35.0-0 40.0.0 42-0.0 , 1.8.0 4.6.0 s; 311-8 65-5 65-5 5-3.10 3.4-3 5-0.0 5"0.0 2-0-0 + 5x8 = 1 _ ' Scale = 1:82.4 6.0052 5x6 = - AE G AF H AG 4x6 \ + 3x10 3x4 i AH - - i F 4x6 E J 5x8 = &B i AC - - AI 5x8 q • p 4 K L 4x4 AB + ' C Bx , °4 4 6x8 = U T S ' r R- Q - M 9 4x8 = '4x4 =. 4x5 = d 7x8 = S r x W_ ' P Or. 1 N. M 3x5 — 3x4 = ^3x10 MT20HS I I - ` - , +' 2x4 I I 1 i 4x10 = . 5x6-+= 3x4 = ' i 4$0 62-12 65.8 14-10.13 21-4-3 267-13 30.0.0 35-0.0 40-0-0 42.0.0 , 4$-0 3.8-12 0.2-12 6-5-5 8"5.5 5.3-10 3-4-7 5.0.0 S_g_g -0.0 Plate Offsets (X,Y)— [13:0-5-4,0-0-4], [G:0-4-0,0-1-15), [1-1:0-3-0,0-2-7], [K:0-5-4,0-2-0), [L:0-2-12,0-1-8), [M:Edge,0-1-8), [N:0-2-12.0-1-81,[0:0-4-4,0-1-8], [Q:0-9-0,0-5-8], [U:0-3-8 .0-3-81, [Y:0-6-4.0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC .-0.77 Vert(LL) -0.29 Q -R >999 240 MT20 220/195 Lumber DOL 1.15 SC 0.63 Vert(TL) -0.52 Q -R >772 180 MT20HS 165/146 TCDL 10.0'. Rep Stress Incr YES WB 0.95 Horz(TL) 0.20 • M ' n/a nla i BCDL 0.0LL 0.0 • Code IBC2012/TPI2007 (Matrix -M) Weight: 274 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF No.1&Btr IS *Except*' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except G -H: 2x6 OF SS G end verticals. BOT CHORD 2x4 OF No.1&Btr G 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, . Except: D -W: 2x4 OF No.2 G, T-V,Q-T: 2x6 OF SS G, I -P: 2x4 OF Stud/Std G 6-0-0 oc bracing: W -X WEBS 2x4 OF Stud/Std G 'Except' 3-8-4 oc bracing: V -W. O-Q,L-N: 2x4 DF No.2 G - WEBS 1 Row at midpt I -R, J -O MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS. (Ib/size) M=1773/Mechanical, B=568/0-5-8, W=2164/0-5-8 ����� COUNTY Max Horz B=240(LC 9) MaxGravM=2270( 31), -24(LCC31), 128(LC LC BUILDING DIVISION' Max Grav M=2270(LC 31), 6=576(LC 31), W=2884(LC 31) r - FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown, APPROVED � ®� �'�` TOP CHORD B -C=-582/83, C -AB= -601x79, D -AB= -542192, D -AC= -3497/0, E -AC= -3251/0, E -F=-3141/0, A F -AD= -3009/0, AD -AE= -2789/0, G -AE= -2743/0, G -AF= -2492/0, AF -AG= -2492/0, H -AG= -2492/0, H -I=-2933/0, I-AH=3528/8, J -AH= -3790/0, J -AI= -2274/23, K -AI= -2429/8, •K -L=-1141/0, L -M=-2236/34 ' BOT CHORD B -X=-55/425, V -W=-2847/147, D -V=-2373/181, U -V=-17/826, T -U=012953, S -T=0/2953, r R -S=0/2492, Q -R=0/3272, I -Q=-86/1089, N -O=-39/1062 WEBS C -X=-272/93, V -X=-69/541, D -U=0/2160, F -U=-377/77, F -S=-593/210; G -S=-17/607, r H -R=50/918, I -R=1494/226, 0-0=22/2456, J -Q=011438, J -0=2082x57, K-0=0/1251, K -N=2164/85, L -N=36/2479, C -V=-347/197 Q�OFESS/o& .44 NOTES- (15) + �O �(ONIO 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 G(/ 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct= 1 J C 76(28 Z ;a3) Unbalanced snow loads have been considered for this design. 0 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 30.0 psf on overhangs �(P 2/31�2�16 nI non -concurrent with other live loads. 5) 200.01b AC unit load placed on the top chord, 24-0-0 from left end, supported at two points, 4-0-0 apart. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. CIVIL 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. '9TF 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 OF CALIF 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. March 21,2016 ® WARNING - Verfry design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 1191.7473 rev. 10/032016 BEFORE USE R Design valid for use only with Mffek® connectors. This design is based only upon parameters shown• and is for an individual building component, notLa e- a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated k to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property carnage. For general guidance regarding the , fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/IPII Quality CrBeda, OSB -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandra, VA 22314. Suite 109 Citrus Heights, CA 95610 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED 897EK REFERENCE PAGE MI -7413 rev. 1010312015 BEFORE USE Design valid for use only with MifeW connectors. This design is based only upon parameters shown, and is for an individual building component, not • ' a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing " ITek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrcation. storage. delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component , ' p.' 7777 Greenback Lane - Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Suite 109 Citrus Heights, CA 95610 •: t Job r Truss . Truss Type ` Qty Ply Avila • y _ - .t .. . R46856931 .. ' 1603-024 A24 CALIFORNIAN 3 Job Reference (optional)- - SYSTEMS PLUS LUMBER CO. ANDERSON, CA _ 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 2105:21:38 2016 Pagge 2 ID:VKctW1_rgOkNgUKuzQBjsEzdl3w-wo6HT13Qvj1yH811pAzgix.FPjlnRP7ouFPkl WzYnQh NOTES- . (15) ' 11) Refer to girder(s) for truss to truss connections. 12) Provide metal plate or equivalent at bearing(s) M to support reaction shown. • 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)`M, B except (jt -lb) W=128. 14) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. +r 15) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ' - r + 1 �•.. �t ' N. ., y "TTE COUNTY ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED 897EK REFERENCE PAGE MI -7413 rev. 1010312015 BEFORE USE Design valid for use only with MifeW connectors. This design is based only upon parameters shown, and is for an individual building component, not • ' a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing " ITek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrcation. storage. delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component , ' p.' 7777 Greenback Lane - Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Suite 109 Citrus Heights, CA 95610 r SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 Mrrek Industries, Inc. Mon Mer 2105:21:412016 Page 1 ID:V KctW1_rgOkNgUKuzQBjsEzdl3w-KNoP5J51BeQX8bl CUI WNKZtvMFnbcU ILyNyXvrzYnOe 1-50 4$-0 Ni 13-10.13 19-43 240.0 28.7-13 30.0.0 3510-4 0.6-0 4-10 3-11-8 SSS SSS 4-7-13 - 47-13 1-4-3 - 510-4 8-1.12 + Scale= 1:79.3 , 5x6 = _ - : 6.00 12 3x4 = , 5x6 4x_8 G AB AC H AD I J 1 • +• 3x10 i 3x4 i F ' 4x5 E K 5x8 i AA d m D AE 5x8 � d 3x5 i r L d> C P 8x1 . 5x8 = T S - R AF ` AG Q . � g - 4x10 = 3x10= 3x8 = t ' '' � � 3x8 = W v _ Or. N M 3x5 — . 3x4 = 3x10 MT20HS 11 - -�� ' + . 2x4 11 + 5x10 = 4x4 11, 4�-0 8.2-12 8- 8 13-10.13 • 19-4-3 28.7-13 0. 3510-4 42.0.0 -12 s-s.s s•r.-S <L•Li0 1-a.z 5.10.4 9-1-1 Plate Offsets (X,Y)- [B:0-5-4,0-0-41, [L:Edge,0-1-121, [M:Edge,0-3-81, [P:0-9-0,0-4-81, [f:0-3-8,0-2-01, [U:0-6-4,0-2-121 LOADING (psi). SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.88 Vert(LL) ,-0.23 Q -R . >999 240 MT20 220/195 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.73 Vert(TL) -0.64 • Q -R >631 180 MT20HS 165/146 TCDL 10.0 Rep Stress Incr YES WB 0.91 Horz(TL) • 0.19 M n/a n/a BCLL o•0 ' Code IBC2012rfP12007 (Matrix -M) ` Weight: 258 Ib FT = 20% BCDL LUMBER- ' BRACING - TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-1-5 oc purlins, except , BOT CHORD 2x4 DF No.1&Btr G *Except* end verticals: D-V,J-O: 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 DF Stud/Std G 'Except' 6-0-0 oc bracing: V-W,T-U D -T: 2x4 DF No.2 G'� 3-2-2 oc bracing: U -V. WEBS 1 Row at midpt H -R, H -Q, K -N, L -M MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer ' Inst lation guide. • REACTIONS. (Ib/size) B=513/0-5-8, V=2239/0-5-8, M=1753/Mechanical Max Hoa B=208(LC 9) t Max UpliftB=-44(LC 10), V=-75(LC 10), M=-25(LC 11) Max Grav B=546(LC 29), V=2849(LC 29), M=2241(LC 29) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BUTTE COUNTY, TOP CHORD B -C=-489/75, C -D=-68/353, D -AA= -2961/0, E -AA= -2793/0, E -F=-2659/0, F -G=-2704/0, 'BUILDING �^ I D �` ' ®A' ` G -AB= -2255/0, AB -AC= -2257/0, H -AC= -2258/0, H -AD= -2466/0, I-AD=2464/0, I -J=-2797/5, u V ' V J -K=-326460, K -AE= -2047127, L -AE= -2203/5, L -M=-2182/54 APPROVED .BOT CHORD B -W=-841369, U -V=-2812/94, D -U=-2563/71, S -T=012499, R -S=0/2499, R-AF=012479, AF-AG=0/2479, Q-AG=0/2479, P -Q=0/2735, J -P=-87/840 WEBS U -W=107/479, D -T=0/2603, F -T=-468/32, F -R=-303/277, G -R=0/638, H -R=-717/56, H -Q=-418/137, I -Q=-22/1006, J -Q=-1123/225, N -P=-6/2052, K -P=0/1116, K -N=-1806/73„ L -N=0/1992, C -U=-580/59 NOTES- (15) ��FESSION4 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 Q (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 �� ��QNIO h, 2 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct= 1 _� 3) Unbalanced snow loads have been considered for this design. + [V 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 30.0 psf on overhangs J 6 C 76428 Z T non -concurrent with other live loads. - 5) 200.01b AC unit load placed on the top chord, 23-0-0 from left end, supported at two points, 540 apart. EXP. 12/31/2016 ^� 6) Provide adequate drainage to prevent water ponding. 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. . + 9) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 36-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9jF �L 10) A plate rating reduction of 20% has been applied for the green lumber members. 0p CAS 11) Refer to girders) for truss to truss connections. , 12) Provide metal plate or equivalent at bearing(s) M to support reaction shown. hilorr•h')1 )n1r, (optional) ,[ob Truss Truss Type. Qty Ply Avila .. - ` � a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall 848856832 1603024 A25 CALIFORNIA 1 1 ' fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component r 7777 Greenback Lane Job Reference ® WARNING - Ved& design parameters and READ NOTES ON THIS AND INCLUDED MFTEK REFERENCE PAGE WP7473 rev, iav=015 BEFORE USE. - • Design valid for use only with MlIeW connectors. This design is based only upon parameters shown, and B for on Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component r 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. - - Suite 109 Citrus Heights, CA 95610 Jab Truss ^� Truss Type Qty Ply ' Avila k t, R46656932 1603.024 A25 F _ CALIFORNIA 1 1 ,R r :fY ' ' Job Reference (optional) +' • • SYSTEMS PLUS LUMBER CO, ANDERSON, CA - - 7.640 s Sep 29 2015 Mrrek Industries, Inc. Mon Mar 2105:21: 2016 Page 2 }ROTES- ' ID:VKctW1_rgOkNgUKuzQBjsEzdl3w-KNoP5J51BeQX8b1cUIWNKZtvMFnbcUlLyNyXvrzYnQe t /' (15) 1. ' '• ,• 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, V. M. ^ 14) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 15) WARNING: Engineering is void_ unless truss is fabricated by Systems Plus Lumber Co. - - a- til, .. y •.t��. } '��. •r 'i} v, a .. r y:4♦r, + � a• 4r. 4a r•. rf. .,+�� � e♦ `,• �M�, ` ... +,•s " t , f - 1_ - r s r- F f + r .�,•j Y r , l - Y ` .. .. .s -.` * � `..+M1. it T ;. f r * . .. .• f it r 1 r i t f ! 3 t • 1 BUTTE= Ulm BUILDkO DIVISION U ,i 0"'®1' . 9 !! 1 ! tr Jab Truss ^� Truss Type Qty Ply ' Avila k R46656932 1603.024 A25 F _ CALIFORNIA 1 1 ,R r ' ' Job Reference (optional) ® WARNING - Vertry design parameters and READ NOTES ON THIS AND INCLUDED NITEK REFERENCE PAGE 60I-7473 rev. 10/0141016 BEFORE USE f R Design valid for use only with Mnek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not q a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall s i building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporaryand permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria. OSB -89 and BCSI Building Component { ' 7777 Greenback Lane ' Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - �' Suite 109 Citrus Hei Ma CA 65610 Job Truss Truss Type Qty Ply Avila 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 1 TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 DF No. 1&Btr G *Except* end verticals. R46B56933 1601024 A26 CALIFORNIA 1 1 EXP. 121312016 Ill be installed during truss erection, in accordance with Stabilizer 7777 Greenback Lane Suite 109 Installation guide. REACTIONS. (lb/size) B=519/0-5-8, S=2231/0-5-8, M=1755/Mechanical fit between the bottom chord and any other members, with BCDL = 10.Opsf. Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s sSp z9 zu15n Inc.mex industries, mon mer n ua:n:aa ca io raga ID:VKctWt rgOkNgUKuzQBjsEzdl3w-HmvAW77YjFgENvB_cjZrP zEo2Sj4NKdPg 9e zYnQc 30-11-3 30-6-14 8-0 48.0 8-5.8 12.10-13 1.4.3 23-8-1 29.7.3 30 36-2-3 42.0-0 18-01118 4 -SS 45-5 &115 5-11-2 3 5.3.0 5-9-13 Scale = 1:79.4 0.6.14 0.45 5x8 = 6.00 12 3x5 II 3x4 = 6x8 H AA AB I J 3x5 = 3x4 = 4x5 = 2x4 II 6x12 = 3x4 II LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 ' BCDL 00 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012rTP12007 CSI. TC 0.94 BC 0.75 WB 1.00 (Matrix -M) DEFL. in (loc) I/deft L/d Vert(LL) -0.23 P -Q >999 240 Vert(TL) -0.68 P -Q >588 180 Horz(TL) 0.22 M n/a n/a PLATES GRIP MT20 220/195 M18SHS 220/195 Weight: 261 Ib FT = 20% LUMBER- BRACING - 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 1 TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 DF No. 1&Btr G *Except* end verticals. D -S,1-0: 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 3.4-7 oc bracing. WEBS 2x4 DF Stud/Std G 'Except* WEBS 1 Row at micipt F -R, H -Q, H -P, J -N N-P,J-P: 2x4 DF No.2 G MiTek recommends that Stabilizers and required cross bracing EXP. 121312016 Ill be installed during truss erection, in accordance with Stabilizer 7777 Greenback Lane Suite 109 Installation guide. REACTIONS. (lb/size) B=519/0-5-8, S=2231/0-5-8, M=1755/Mechanical fit between the bottom chord and any other members, with BCDL = 10.Opsf. Max Horz 8=195(LC 9) 10) A plate rating reduction of 20% has been applied for the green lumber members. Max UpliftB=-54(LC 10), S=-44(LC 10), M=-5(LC 11) 11) Refer to girders) for truss to truss connections. Max Grav 8=627(LC 29), S=2655(LC 29), M=2047(LC 29) BUTTE COUNTY FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. DIVISION TOPCHORD B -X=-620/36, C -X=-542/55, F -G=-2809/0, G -Z=-2544/0, H -Z=-2549/0, H -AA =-2922/0, BUILDING AA -AB= -2922/0, I -AB= -2922/0, I -J=-2886/0, J -K=-1995/128, K -L=-1968/22, L_M=-1993/30 BOTCHORD B -T=-88/485, R -S=-2618/63, D -R=-636/122, Q -R=-24/2168, Q-AC=0/3381, AC-AD=013381, APPROVED P-AD=0/3381, I -P=-693/119 WEBS C -T=-299/117, R -T=-109/617, F -R=-2719/0, F -Q=-36/529, G-Q=Of717, H -Q=-1121!77, H -P=-600/34, N -P=0/2819, J -P=-3/2591, J -N=-2023/0, K -N=-844/219, L -N=0/1792, C -R=-576/60 NOTES- (15) 1) Wind: ASCE 7-10; VuK=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=2511; Cat. II; Exp C; enclosed; MWFRS ESSIO/v (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 90 l 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 1 Q O �ONIO Fy 3) Unbalanced snow loads have been considered for this design. ■■■��•��Y■■■ 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 30.0 psf on overhangs non -concurrent with other live loads. buiding design. Bracing Indicated Is to prevent buckling of Individual tens web and/or chord members only. Additional temporary and permanent bracing 5) 200.01b AC unit load placed on the top chord, 23-0-0 from left end, supported at two points, 5-0-0 apart. J iJ 76428 Z -;o6) Provide adequate drainage to prevent water ponding. X 0 7) All plates are MT20 plates unless otherwise indicated. loads. EXP. 121312016 Ill 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live 7777 Greenback Lane Suite 109 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. civil_ 10) A plate rating reduction of 20% has been applied for the green lumber members. % 11) Refer to girders) for truss to truss connections. FOF �F 12) Provide metal plate or equivalent at bearing(s) M to support reaction shown. CAl 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, S, M. 14) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 21,2016 AWARNING . Ve ft design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 891.7473 rev. 10/O.irL015 BEFORE USE Design valid for use only with Marek® connectors. This design is based only upon parameters shown. and Is for an individual building component. not•. a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall ■■■��•��Y■■■ buiding design. Bracing Indicated Is to prevent buckling of Individual tens web and/or chord members only. Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPll QualltyCrttedo, OSB -89 and SCSI Building Component 7777 Greenback Lane Suite 109 Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Carus Heights, CA 95610 .._ + �,t • r r t ' `.+ rr't. L �,. f. }yL� � ~r `'�.� .' �.'.ryR.s '• •,.• ` r, eVy, ,if ,lob , , Truss Truss Type Qty' Ply Avila • + a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall - +. 846656933 1603024 A26 • , CALIFORNIA • ,, - i ` i' ` < 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314 •1 - . - 'Job - Reference (optional) "+ Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for on individual building component, not ._ ��. a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall - r MiTek ' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the +, , fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component ' 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314 •1 - . - ` Suite 109 ' . SYSTEMS PLUS LUMBER CO, ANDERSON. CA - 1 - 7.640 s Sep 29 2015 Mlrek Industries, Inc. Mon Mar 21 05:21:43 2018 Page 2 ." • S r" ID:VKclW1_rgOkNgUKuzDBjsEzdi3w-HmvAW77YjFgENvB cjZrP_zEo2Sj4NKdPgRe_jzYnQc 15) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co." -_ t .•. . M ,wr• - 4{- If T•r f lr.�l 1 ./ •tom � y,. .1. •Y' � �` '. 1 ys • + ' 1 •...• - �. :..;• .r, }' .� �r r+, �• r t'I . rf .. A ..' 4.. t• .. t r }r ,� L 1 • • •, . t-. • '. `_ tip .. S l ~ BUTTE COUNTY.� "BUILDING DIVIS" ON MPPROVEDI ' - ice.-+' '! ' .., ` � .. ` 't • 'r ,_ �N f 1 • . i , ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE AVI.7473 rev. 10/08/2010 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for on individual building component, not ._ ��. a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek ' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the +, , fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component ' 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314 •1 - . - ` Suite 109 ' _ Citrus C is CA 95610 Jab Truss Truss Type Qty Ply Avila a truss system. Before use, the building designer must verity the applicability, of design parameters and property incorporate this design into the overall R48856934 1603.024 A27 _ HIP 1. ' Suite We Citrus Hei Ms CA 95610 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA - 7.640 s Sep 29 2015 Mrrek Industries, Inc. Mon Mar 2105:21:45 2016 Page 1 ` ID:V KctW1 _rgOkNgUKuzQBjsEzd l3w-D91 wxh8pFtwycDLNj8bJU P2cis5tXlGws_w12czYnQa 42-0.0 , i + 4-0-0 3-11-8 37-8 311-0 _ _ 7.0.0 7-0.0 2-0-0 410.4 51-12 ' - Scale = 1:74.6 , ' , . 3x5 I I • �� 5x6 = _ ,' — 12x14 — ` 4x4 = � E AA F AB AC AD G H 6.00 12 3x5 i • .1 D 1' 3x4 I . . - 5x8 G - , C exe z 3x5 i J ¢ Z Be E0 E 0 at B 8. •' Q P 4x8 =• 4x8 = 4x8 = A 4x10 —_ 3x12 MT20HS = 4 8E 4ASF— , 4x8 - U T 8x16 = , N , M AG L K — 3x4 = 4x4 II - 2x4 I I 7x8 = 4x8 = 3x4 II 3x5 _ .. .. Jab Truss Truss Type Qty Ply Avila a truss system. Before use, the building designer must verity the applicability, of design parameters and property incorporate this design into the overall R48856934 1603.024 A27 _ HIP 1. ' Suite We Citrus Hei Ms CA 95610 Job Reference (optional) 4�0 8-2-12 8- 8 12-1-0 16-0.0 23.0.0 30.0-0 32-0.0 38.10.4 42-0.0 4.8-0 3-8-12 0. -12 3-7-8 T, 1:2. 7-0.0 7-0.0 2.0.0 4-10.4 t1_12 Plate Offsets (X,Y)— [E:0-3-0,0-2-7], [H:1-0-4,0-3-0], [L:0-3-8,0.2-0], [M:0-3-0,0-2-4], [0:0-8 0,0 3 4], [Q:0-3-0,Edge], [R:0-3-8,0-2-0], [S:0-6-4,0-3-0], rT:Edge,0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft . L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.30' O -Q >999 240 MT20 220/195 (Roof Snow=310.0 Lumber DOL 1.15 BC • 0.90 Vert(TL) -1.09 O -Q >369 180 MT20HS 165/146 TCDL 10.0 Rep Stress Incr YES WB .0.91 Horz(TL) . 0.32 K n/a n/a BCLL 0.0 ' Code ISC2012rTP12007 (Matrix -M) ' , r Weight: 273 Ib FT = 20% BCDL 10.0 LUMBER- BRACING- + TOP CHORD 2x4 DF No. 1&Btr G *Except* TOP CHORD Structural wood sheathing directly applied or 3-10-4 oc purlins, except E -H: 2x6 DF SS G end verticals. BOT CHORD 2x4 DF No.1&Btr G *Except* BOT CHORD Rigid ceiling directly applied or 3-2-3 oc bracing. C -T: 2x4 DF Stud/Std G, G -N: 2x4 DF No.2 G WEBS 1 Row at midpt F -Q, F-0 WEBS 2x4 DF Stud/Std G 'Except' 2 Rows at 1/3 pts H -M • M -0,H -0,C -R: 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) A=328/0-5-8, T=2319/0-5-8, K=1739/Mechanical Max Horz A=176(LC 9) ' Max UpliftA=-37(LC 10), T=-24(LC 7) Max GravA=502(LC 28), T=2619(LC 28), K=1929(LC 28) ' BUTT COUNTY V� FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. (�' DIVISION '� / (�' TOPCHORD A -Y= -558/49,B -Y= -461/68,B -Z= -31/845,C -Z= -20/903,C -D= -2142/0,D -E=-2817/0, BUILDING DIVISION E -AA= -2488/0, F -AA= -2494/0, F -AB= -3479/17, AB -AC= -3479/17, AC -AD= -3479/17, . GAD 110/41/17, G -H=-3428/31, S=-23063/83, I -J=-1739/47, J -K=-1876/21 . APPROVED � P P RO E D BOT CHORD A -U=-110/413, S -T=-2586143, C -S=-2379/30, R -S=-704/34, Q -R=-42/1871, P -Q=-8/3895, /L�\ �V) \V� IVB P -AE= -2/3909, AE -AF= -2/3909, O -AF= -2/3909, G-0=768/116, M-AG=0/1454, L-AG=0/1454 WEBS S -U=-141/549, E -Q=0/764, F -Q=-1731/63, F-0=-519/76, M-0=0/3429, H-0=0/4395, H -M=-3203/0, D -R=-911/0, C -R=0/2702, D -Q=0/824, B -S=-990/17, I -L=-807/46, J -L=0/1690, I -M=-42/540 , NOTES- (15) 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 �OFESSIOAI (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 Q 1 2 TCLL: ASCE 7-10; Pf=30.0 sf flat roof snow); Category II; Ex C; Partial) Ex Ct= 1 ON10 3) Unbalanced snow loads have been considered for this design. 4) 200.Olb AC unit load placed on the top chord, 23-0-0 from left end, supported at two points, 4-0-0 apart. C(r m 5) Provide adequate drainage to prevent water ponding. l + J C 7642 $ 7 1 6) All plates are MT20 plates unless otherwise indicated. 7) The Fabrication Tolerance at joint 0 = 4°� EXP, 12/31/2016 n1 Cr 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0.0 wide will 111117 fit between the bottom chord and any other members, with BCDL = 10.0psf. - 10) A plate rating reduction of 20% has been applied for the green lumber members. 4 J �P 11) Refer to girder(s) for truss to truss connections. 12) Provide metal plate or equivalent at bearing(s) K to support reaction shown. OFC 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, T. 14) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. ' Marr -h 71 901R f ® WARNING - Verily des/8n parameters and READ NOTES ON THIS AND INCLUDED M rrEK REFERENCE PAGE MI -7473 rev. lat=015 BEFORE USE- SE , • Design Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and B for an individual building component, not a truss system. Before use, the building designer must verity the applicability, of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criferto, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. - Suite We Citrus Hei Ms CA 95610 f Job - ®WARNING • Ved/y design parameters and READ NOTES ON THIS AND INCLUDED M19TEK REFERENCE PAGE A01-7479 rev. 101O3R016 BEFORE USE. Design valid use only MITek®connectors. This design is based only upon parameters shown, and k for an individual building component, not a buss system. Before use, the building designer must verily the applicability of design parameter and properly Incorporate this design into the overall - ��• building design. Bracing Indicated Is to prevent buckling of individual miss 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 MiT®k• fabrication, storage, delivery, erection and bracing of trusses and buss systems, see ANSI/TPII Quality Criteria, OSB -89 and BCSI Building Component 7777 Greenback lane - - Suite 109 Safety Inlormatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexondda, VA 22314. Citrus Truss Truss Type Qty Ply Avila . 846856934 1803024 � - A27 HIP 1 1 Job Reference o tional SYSTEMS PLUS LUMBER CO, . ANDERSON, CA 7.640 s Sep 29 2015 Mnak Industries, Inc. Mon Mar 2105:21:45 2018 Page 2 ID:VKctW1 rgOkNgUKuzQBjsEzdl3w-DglwxhBpFtwycDLNjBbJUP2cis5tXlGws_wl2czynQa 15) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. - ` BUTTE COUNTY BUILDING DIVISION APRuVED Hel hie CA 95810 Job Truss Truss Type Qty Ply PLATES GRIP MT20 220/195 MT20HS 165/146 Weight: 230 Ib FT = 20% LUMBER- BUILDING DIVISION BRACING - APPROVED TOP CHORD 2x4 DF No.1&Btf G R48B56935 FJob 1603-024 A28 CALIFORNIA 1 1 Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G Q EXP. 12/31/2016 ^� y WEBS 1 Row at midpt B -Q, D -Q, D -N, G -L, I -K 10) Refer to girder(s) for truss to truss connections. eference o tional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s SePP 29 2015 MRek Industries, Inc. Mon Mar 2105:21:46 2016 Page 1 ID:VKctW1 rgOkNgUKuzQBjsEzdl3w-hLblglgROA2pEMvZHr6YlcajYGWDGnl45eglb2zYnQZ 6- - _11-5 7.0.11 4-9-3 SS1 52-13 4.8.3 0• -8 4-1-6 3-9-13 5x8 = 3x8 = 2x4 II 3x10 = 3x4 = W EX F Y G 5x6 = H Scale = 1:75.9 R Q t P AA U N M AB L AC AD K 4x8 — 2x4 II 5x10 = 2x4 II 3x4 = 2x4 II 3x8 = 3x6 = 3x10 MT20HS = LOADING (psf) TOLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCDL BCLL 0.0 ' 0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012ITP12007 CSI. TC 0.98 BC 0.64 WB 0.81 (Matrix -M) DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) I/deb Ud -0.20 L -M >999 240 -0.44 L -M >482 180 0.15 K n/a n/a PLATES GRIP MT20 220/195 MT20HS 165/146 Weight: 230 Ib FT = 20% LUMBER- BUILDING DIVISION BRACING - APPROVED TOP CHORD 2x4 DF No.1&Btf G CV TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 DF No.1&Btr G J C 76428 7 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G Q EXP. 12/31/2016 ^� y WEBS 1 Row at midpt B -Q, D -Q, D -N, G -L, I -K 10) Refer to girder(s) for truss to truss connections. Citrus Heights, CA 95610 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, N. MiTek recommends that Stabilizers and required cross bracing 12) "Semi-figid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 13) WARNING: Engineering is void truss is fabricated by Systems Plus Lumber Co. unless be installed during truss erection, in accordance with Stabilizer March 21,2016 Installation quide. REACTIONS. (Ib/size) A=1630/Mechanical, N=1287/0-3-8, K=1468/Mechanical Max Horz A=164(LC 9) Max UpliftA=-58(LC 10), N=-65(LC 7) Max Grav A=2023(LC 28), N=1608(LC 27), K=1603(LC 28) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -V=-3512/41, B -V=-3166/61, B -C=-2349/37, C -D=-2067/52, D -W=-1911/61, E -W=-1911/61, BUTTE E -X=-1911/61, F -X=-1911/61, F -Y=-1911/61, G -Y=-1911/61, G -H=-1467/73, COUNTY H-= 8/66 BOT CHORD A -R=9797/2986, Q -R=-97/2986, Q -Z=-43/2253, P -Z=-43/2253, P -AA= -43/2253, BUILDING DIVISION O -AA= -43/2253, N-0=43/2253, M -N=0/1911, M-AB=0/1911, L-AB=0/1911, L -AC= -20/1014, APPROVED WEBS B RAO/277 /B -Q=- 257//203, C -Q=0/619, D -Q=-443/431, D -N=-679/152, E -N=-939/23, CV G -L=-806/0, H -L=0/377, I -L=0/698, I -K=1681/11 NOTES- (13) 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 Design valid for use only with MRek® connectors. This design is based only upon parameters shown, and is for an individual building component, not (envelope) gable end zone; cantilever left and right exposed ; end vertical left and fight exposed; Lumber DOL=1.33 plate grip DOL --11.33 2) TCLL: ASCE 7-10; Pf=30.0 Lug' psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct=1 3) Unbalanced snow loads have been considered for this design. 4) 200.01b AC unit load placed on the top chord, 26-8-1 from left end, supported at two points, 4-0-0 apart. Q�,pFESSIQA11Z O 5) Provide adequate drainage to water �iON'O prevent ponding. 6) All are MT20 unless otherwise indicated. CV plates plates 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. J C 76428 7 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 Of fit between the bottom chord and any other members, with BCDL = IO.Opsf. 9) A rating reduction of 20% has been applied for the lumber Q EXP. 12/31/2016 ^� y plate green members. * 10) Refer to girder(s) for truss to truss connections. Citrus Heights, CA 95610 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, N. 12) "Semi-figid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 13) WARNING: Engineering is void truss is fabricated by Systems Plus Lumber Co. unless Fop CA�1 March 21,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 1011312015 BEFORE USE �* Design valid for use only with MRek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Lug' a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated B to prevent buckling of IndMduol truss web and/or chord members only. Additional temporary and permanent bracing MiT®k' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIf1PI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandda. VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Avila SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) 846856936 1603.024 A29 CALIFORNIA 1 1 BC 0.97 Vert(TL) -0.75 M-0 >283 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 Job Reference (optional) orar Cma rLVJ LV Mocrt V V, FUVUCrtSVrv, VH /.t,4U s Sep Zti ZUID Mll8K inausines, Inc. Mon Mar 21 uo:Z1:48 ZUIb Page 1 I D:V KctW1 _rgOkNgUKuzQBjsEzdl 3w-dkj3aj BhYoIXTg3yOG8061 g4C36SkhPMZy9PfxzYnQX 38.8.10 411 3.9.12 3-2-3 5-1.3 5.1.3 2-7-12 8-2-13 0.0.12 Scale = 1:77.3 8.00 FT 54 = 3x8 = D E AA 3x5 11 5x8 = 4x10 = 3x4 = F p H AR I Ar. 5x8 = J W V 3x8 = 2x4 II Q p 0 N AD M L 08 —_ 010 = 3x4 11 2x4 11 4x10 = 5x10 WB = 012 = 2x4 11 2x4 11 d ,; LOADING (psi) BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD BOT CHORD 2x4 DF No.1&Btr G *Except* TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.90 Vert(LL) -0.37 M-0 >569 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.97 Vert(TL) -0.75 M-0 >283 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 Horz(TL) 0.27 L n/a n/a crani �n n Code IBC2012ITP12007 (Matrix -M) Weight: 232 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD BOT CHORD 2x4 DF No.1&Btr G *Except* C-V,F-Q: 2x4 DF Stud/Std G BOT CHORD WEBS 2x4 DF Stud/Std G *Except* U-W,P-R: 2x4 DF No.2 G building design. Bracing Indicated is to prevent buckling of Individual two web and/or chord members only. Additional temporary and permanent bracing OTHERS 2x4 DF No. 1&Btr G WEBS REACTIONS. (Ib/size) A=1584/Mechanical, P=1399/0-3-8, L=1402/Mechanical Max Horz A=148(LC 9) Max UpliftA=-58(LC 10), P=-38(LC 7), L=-53(LC 6) Max GravA=1802(LC 28), P=1842(LC 27), L=1665(LC 27) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-3188/80, B -C=-4012/194, C -D=-3318/178, D -E=-2956/171, E -AA= -3225/170, F -AA= -3225/170,F -G=-3180/169, G -H=-3180/169, H -AB= -2417/131,1 -AB= -2417/131, I -AC= -1429/114, J -AC= -1425/114, J -K=-1620/105, K -L=-1638/78 BOT CHORD A -W=-181/2740, C -U=-25/961, T -U=-243/3592, S -T=-211/3621, R -S=-211/3621, O -P=-63/2417, N -O=-63/2417, N -AD= -63/2417, M -AD= -63/2417 WEBS B -W=-821/109, U -W=-184/2714, B -U=-62/951, C -T=-1349/144, D -T=-0/1075, E -T=-890/118, E -R=-645/102, P -R=-48/2518, H -R=-160/1597, H -P=-2426/109, 1-0=-21/273, I -M=-1319/25, K -M=-30/1667, J -M=-66/254 Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: Q-R,P-Q 2-2-0 oc bracing: O -P. 1 Row at midpt H -P, I -M MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ide BUTTE C®UNW BUILDING DIVISION APPROV�.D NOTES- (12) 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=30.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) 200.01b AC unit load placed on the top chord, 26-5-1 from left end, supported at two points, 4-0-0 apart. 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) Refer to girders) 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) A, P, L. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�pFESSIO&I ONIO C 76428 z * EXP. 12/31/2016 m sN C)V(lL. �rFOFCAI �FO� March 21,2016 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MFTEK REFERENCE PAGE A914473 rev. f0W/2016 BEFORE USE R Design valid for use only with Milek® connectors. This design is based only upon parameters shown, and is for an individual building component. not a a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual two web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPIIQuality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA -1 14. suite 109 Citrus Heights, CA 95610 Jobs Trus Truss Type Qly Ply Avla !'0 -•�- building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 848858937 1603-024 � � A30 California � 1 1 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. - Suite 109 Job Reference (optional) OT.Ir=ma YLVJ LUMOCrt 1U, Nry UCtt.1VIV, l:H f.b4u a bep Le Lula MII ex inausines, Inc. Man Mar Ll ua:zi:bu Lulb PT 1 ID:VKctWt_rgOkNgUKuzQBjsEzdl3w-a6gp OCx4PYFj DKWhBUBSITYIuYCbKf0GeWkpzYnQV WO • 4-4-4 .3.9.12 1-2-3 6-1-3 6-1-3 „ 2.7-12 _ 4-9-4 411-0 40.11 0.9- 338 « • Scale = 1:77.4 ry • 5x6 = 4x8 4x6 r- 4x10 = 3x4 II 4x8 = 3x10 = 3x4 = 5x8 8.00 12 — - C D AC E F• - G H I J AD K Y X 7x8 = 2x4 11 S R Q P - 0 N M 3x8 __ '3x8 = 2x4 II - - 2x4 II ` 4x8 = 3x10 = 3x8 = 3x8 = 2x4 II 3x8 = ` 2x4 d-4-4 3.412 1-2-'� 8-1-� 6.1-'1 2-7-12 ! 4-9A 4110 - 4-10.1 6 Plate Offsets (X,Y)— [G:0-3-8,0-2-01, (r:0-2-8,Edge], [W:0-6-4,0-5-4] [Y:0-3-8,0- -81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc)' I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.72 Vert(LL) -0.09 U -V >999 240 MT20 220/195 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.55 Vert(TL) -0.21 U -V >999 180 TCLL 10.0 Rep Stress Incr YES WB 0.73 Horz(TL) 0.08 M nla n/aBCDL 10.0 4 BCLL 0.0 ' Code IBC2012rTP12007 (Matrix -M) Weight: 238 Ib FT = 20% LUMBER- , BRACING - TOP CHORD 2x4 DF No. 1&Btr G = TOP CHORD Structural wood sheathing directly applied or 4-6-11 oc purlins, except BOT CHORD 2x4 DF No. 1&Btr G *Except* end verticals. C-X,F-S: 2x4 DF Stud/Std G , BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std G WEBS, 1 Row at midpt E -T, I -R MiTek recommends that Stabilizers and required cross bracing ! be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) A=976/Mechanical, R=2653/(0-3-8 + Two SBP4 USP) (req. 0-4-0), M=554/Mechanical I Max Horz A=137(LC 9) Max UpliftA=-78(LC 10), R=-323(LC 7), M=-58(LC 6) 'Max GravA=1239(LC 28), R=3752(LC 27), M=651(LC 27) c FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BUTTE COUNTY TOP CHORD A -B=-2017/121, B -C=-1936/136, C -D=-15681121, D -AC= -14701123, E -AC= -1474/122, E -F=-67/728, F -G=-72/768, G -H=-151/1576, H-1=151/1576, I -J=-570/128, J -AD= -414/90, BUILDING DIVISIONK-AD=-407/91, K -L=-463/88, L -M=-625/73 BOT CHORD A -Y=-137/1702, C -W=-68/694, V -W=-181/1614, U -V=-138/1277, T -U=-138/1277, F -T=-581/110, Q -R=-326/74, P -Q=-326/74, O -P=-326/74, N -O=-63/570 APPRO�i.�r. D WEBS B -Y=-457/95, W -Y=-143/1646, B -W=-101/290, C -V=-852/133, D -V=-141414, E -V=-73/710, E -U=0/265, E -T=-2312/199, R -T=-1658/146, G -T=-137/1415, G -R=-1609/195, I -R=-2015/171, I-0=-78/950, J -O=-543/112, L -N=-33/562 NOTES- (12) 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 �pF ESS10A/ 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.;,Ct= 1 Q lF 3) Unbalanced snow loads have been considered for this design. �C�O ��ON10 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. [(/ 6) ' This truss has been designed for a live load of 20.Opsf on the bottom Chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide willC 7642 $ 7 fit between the bottom chord and any other members. QZ 70 7) A plate rating reduction of 20% has been applied for the green lumber members. EXP. 2/311216 nl 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 joints) A, M. 10) Two SBP4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) R. This connection is for uplift only ' and does not consider lateral forces. T C V IL 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. '9r� 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. OF CAL1 March 21,2016 ®WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGEW' P7C73 rev. 10/03/2016 BEFORE USE. R Design valid for use only with Mnel.0 connectors. This design is based only upon parameters shown, and is for an individual building component, not ' a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall -•�- building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSIRP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. - Suite 109 Citrus Hei hts CA 95610 J• j Jpb Truss, Truss Type Qty PlyAvila _ 0.0.5 - T r _ f , - R46856938 1603-024 A31 California 1 1 ' , + • ',� N . A� + 1 5x8 = � T 7x8 =L .. «41111 IQ4 ' T , • - + X WV 4x10 =• R Q Job Reference (optional) i rwa Lu.— I., ruVUCRaurv, VH - r,14V a be ze zuio MII eK Inausines, Inc. Man Mar zl ub2l:bz zuw Nage 1 ID:VKctW1 rgOkNgUKuzQBjs zdl3w-VWyaP4ECcOozyHNjd6DyGtgoXgVBgVdyUa7ooizYnOT + id 2-0 111 1 14-10-4 42.0-0 • • 4_•1.8 310-8 0-1- 1 0.8-4 B-8-4 4.9.5 1-11-13 2-9-8 4.9-5 4.0.12 0-1-12 _ 0.0.5 1.11-0 Scale 1:77.4 T r - f , • axe = •, 4x8 = 4x5 = - 5x8 = • 8.00 12 '.� 2x4 11 5x10 = 3x10 MT20HS = 2x4 II 3x4 = 4x5 I- C C AB D . E AC F AD G r H I J K L • + 3x4 i l r , + • ',� N . A� + 1 5x8 = � T 7x8 =L .. «41111 IQ4 ' T , • - + X WV 4x10 =• R Q P O N M • 3x6 = 4x8 = 2x4 11 2x4 11 4x8 =, , . + — y 3x10 4x10 = 4x8 = 2x4 117 = - 8-0-0 8- 0 1!,L10-,4 21.8.8 - 24-2-4 32-5-1 40-1.0 42-0-0 4-1-B 310 B o -o 6- 6-8-a 2a-12 a 2-1 + 7-7-15 1 11 0 Plate Offsets (X,Y)— [C:0-3-6,Edge1, [S:0-6-0,0-4-81, [T:0-1-12,0-1-81, [U:0-5-12,0-3-41, [X:0-3-8,0-2-01 _ LOADING (ps{ TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.82 Vert(LL) -0.13 T -U >999 240 MT20 . 220/195. TCDL 10.0 Lumber DOL 1.15 BC 0.86 Vert(TL) -0.35 T -U >834 180 MT20HS 165/146 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Horz(TL) 0.06 M n/a - n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 221 Ib FT = 20% LUMBER- BRACING- + TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-0-3 oc purlins, except BOT CHORD 2x4 OF No. 1&Btr G *Except` end verticals. E -R: 2x4 OF Stud/Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std G 'Except' t WEBS' 1 Row at midpt H -Q r E -T: 2x4 OF 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) A=1001/Mechanical, M=579/Mechanical, Q=261240-3-8 + Two SBP4 USP) (req. 0-3-15) Max HorzA=129(LC 9) Max UpliftA=-68(LC 10), M=-68(LC 6), 0=-331 (LC 7) ' Max GravA=1195(LC 28), M=769(LC 27), Q=3681(LC 27) + i [A IT (� BUTTE �. -COII � F� t®' FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. ' • �V� �1„j �� wI TOP CHORD A -B=-1961/104, B -C=2089/163, C -AB= -1885/148, D -AB= -1887/148, D -E=-1885/147, E -AC= -90/926, F -AC= -90/926, F -AD= -192/1812, G -AD= -192/1812, G -H=-192/1812, _ 6 50S / APPROVED BOTCHORD A -X=148/1660, T -U202/1875 STS858!76 E -S=-184/223, P Q7352/36, O -P=-352/36, N-0=-951733 WEBS C -T=-552/82, D -T=-1020/193, E -T=-249/2984, Q -S=-1966/192, F -S=-152/1312, F -Q=-1219/179, 1-0=-471/90, J -O=-273/69, J -N=-509/96, L -N=-28/716, C -U=0/600, H -Q=-2067/221, H -O=-59/1209, B -X=-389/92, U -X=-149/1675, B -U=-167/431 NOTES- (13) 1) Wind: ASCE 7-10; Vuft=110mph 13 -second gust) Vasd=87mph' TCDL=6 Opsf' BCDL=6 Opsfa h=25fto Cat Ilm 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 Q 9,pF ESSIONq 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 1 ��� �\ON 10 y �C 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. " CV co 6) This truss has been designed fora 10.0 psi bottom chord live load nonconcurrent with any other live loads' J VO C 7642 8 Z 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. EXP. 12/31/2016 m 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, M. 11) Two SBP4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) Q. This connection is for uplift only j IV and does not consider lateral forces. 9TF 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. T . OFC �F 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. March 21,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M)TEK REFERENCE PAGE W14473 rev. 10/032016 BEFORE USE ' Design valid for use only with Mitek® connectors. This design is based only upon parameters shown, and n for on individual building component, notNil a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall ' building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see I ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 'I Citrus Heights, CA 95610 n r rA s DeP La LU10 Mu ex Induslnes, Inc. Mon Mer zi =zi:ou zu1b wage 1 ID:VKctW1 rgOkNgUKuzQBjsEzdl3w-OGC4FSHifFJORvgUsxHuRj?bmly?cLCY005gxTzYnQP -8 4-2-12 3.11-4 4 -SB 4 -SB 458 SO.B 1-11-13 1 11 -3.14 • 38-10 5.4-0 " - Scale = 1:74.8 • 4x12 = 3x10 = NAILED 4x5 = 3x8 = - 2x4 11 3x8 = _ 2x4 11 3x10 = 3x5 = 48 = 3x4 = 2x4 11 4x5 = A B C D E c G H. I J v L M R AA AB AC Z AD .AE Y 6x12 = 2x4 11 JUS24 4x12 = T S R P " AL AM ANO AO AP Job Truss Truss Type _ NAILED NAILED NAILED NAILED JUS24 8x8 - NAILED NAILED 2x4 II NAILED NAILED NAILED NAILED Avila _ NAILED• NAILED lut-yTply 42-0-0 t6 7 1 4.9 4-4 4 8.10 Plate Offsets (X,Y)- [8:0-3-8,0-1-8] [U:0-6-4,0-6-01, [V:0 -2-12,0-2-01 [X:0-4-0,0 -3-0] R46856939 LOADING (psf) 1603-024 A32 Roof Special Girder 1 2 Job Reference (optional)' rA s DeP La LU10 Mu ex Induslnes, Inc. Mon Mer zi =zi:ou zu1b wage 1 ID:VKctW1 rgOkNgUKuzQBjsEzdl3w-OGC4FSHifFJORvgUsxHuRj?bmly?cLCY005gxTzYnQP -8 4-2-12 3.11-4 4 -SB 4 -SB 458 SO.B 1-11-13 1 11 -3.14 • 38-10 5.4-0 " - Scale = 1:74.8 • 4x12 = 3x10 = NAILED 4x5 = 3x8 = - 2x4 11 3x8 = _ 2x4 11 3x10 = 3x5 = 48 = 3x4 = 2x4 11 4x5 = A B C D E c G H. I J v L M R AA AB AC Z AD .AE Y 6x12 = 2x4 11 JUS24 4x12 = T S R P " AL AM ANO AO AP O AQ N AR AS 2x4 II 4x10 = 3x4 II JUS24 JUS24 'JUS24' JUS24 - 3x4 II 4x8 =- NAILED 4x8 =' 4x4 = 4x8 = 2x4 II NAILED _ NAILED NAILED NAILED NAILED JUS24 8x8 - NAILED NAILED 2x4 II NAILED NAILED NAILED NAILED r - JUS24 NAILED _ NAILED• NAILED r 42-12 8-2-0 12-7-817.1.0 21-6-8 24.2.4 284--8-13 32.11.8 38-8-0 42-0-0 t6 7 1 4.9 4-4 4 8.10 Plate Offsets (X,Y)- [8:0-3-8,0-1-8] [U:0-6-4,0-6-01, [V:0 -2-12,0-2-01 [X:0-4-0,0 -3-0] t4-0 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.14 W -X ' >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.67 Vert(TL) -0.30 W -X >956 180 BCLL 0.0 Rep Stress Incr NO WB 0.64 Horz(TL) 0.05 S n/a n/a BCDL 10-0 Code IBC2012ITP12007 (Matrix -M) Weight: 495 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 2x6 DF SS G *Except* end verticals. C-Y,G-T: 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std G •Except• D-X,G-V: 2x4 DF No.2 G REACTIONS. (Ib/size) AA=1548/Mechanical, N=653/Mechanical, S=4454/0-3-8 ► Max Hort AA=-99(LC 4) Max UpliftAA=-199(LC 4), N=-1 (LC 4), S=-608(LC 5) " + FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. , TOP CHORD A -AA= -1452/226, A -B=-1916/274, B -C=-4513/750, C -D=-4653/776, D -E=-2741/545, E -F=-2741/545, F -G=-2741/545, G -H=-360/2357, H -I=-627/3571, I -J=-492/300, J -K=-555/87, K -L=-555/87, L -M=-555/87, M -N=-524/62 BOT CHORD Z -AD= -57/364, AD -AE= -57/364, Y -AE= -57/364, C -X=-301/106, X -AF= -948/5058, BUTTE /�®� AF -AG= -948/5058, W -AG= -948/5058, W -AH= -948/5058, AH -AI= -948/5058, V -AI= -948/5058, C V -AJ= -2192/330, AJ -AK= -2174/326, U -AK= -2155/325, G -U=-2256/430, T-AL=326/49, S -AL= -326/49, S -AM= -1562/411, AM -AN= -1562/411, R -AN= -1562/411, Q -R=-15 6' 2/411, BUILDING D f VI►� I I G `I - 362/411, 61562/411, P- /00/460, -2-O-AQ=300/460 WEBS A -Z=-19/2291, B -Z=-117/341, X -Z=-2681604, B -X=-529/2885, DX= -451/194, APPROVED D -W=-89/738, D -V=-2505/408, E -V=-320/122, G -V=-917/5296, S -U=-3654/617, H-U=-313/1424, H -S=-1042/252, L -O=-397/129, M -O=-62/576, J -P=-694/180, I -S=-2392/231, I -P=-209/1603, J -O=-149/668 NOTES- (15) 1) 2 truss to be together 0FESSION -ply connected with 10d (0.131"x3") nails as follows: Top chords follows: 2x4 1 0-9-0 ° rQ QQ N C FjL connected as - row at oc. r Bottom chords connected as follows: 2x6 2 0-9-0 2x4 �� O O y - rows staggered at oc, - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. " L, 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 U o C 76428 connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Z ';0 3) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ftCat. II; Exp C; enclosed; MWFRS Cr; 0 ^� (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 EXP. 12/31/2016 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 5) Provide adequate drainage to prevent water ponding.' t 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni with any other live loads.J 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 b 1-0-0 wide CIVIL �P q y will rFOF fit between the bottom chord and any other members. CA`kF 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to girders) for truss to truss connections. Ke- k 011 ')n4 a ® WARNING - verily design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MP7473 rev. 10/031015 BEFORE USE Design valid for use only with M7ek® connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPI! Quality Criteria, DSB-89 and SCSI Bul ding Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - " R [ MiTek' ' 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 Job . � Truss Truss Type Qty Ply Avila • � building design. Bracing indicated k to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 848856939 1803.024 A32 Roof Spacial Girder 1 2 � Job Reference J SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MTek Industries, Inc. Mon Mar 2105:21:56 2016 Page 2 ID:VKctW1 rgOkNgUKuzQBjsEzdl3w-OGC4FSHifFJORvgUsxHuRj7bmlv7cLCY005gxTzYnOP NOTES- (15) 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) N except (jt=Ib) AA=199, S=608. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Use USP JUS24 (With 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 9-0-12 from the left end to 21-0-12 to connect truss(es) to front face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. s,.14) "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. 15) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 / Uniform Loads (plf) r Vert: A -M=-80, Y -AA= -20, U -X=-20, N -T=-20 Concentrated Loads (lb) Vert: M= -182(F) N= -47(F) Q= -36(F) V= -251(F) S= -36(F) AB= -37(F) AC= -36(F) AD= -36(F) AE= -36(F) AF= -251(F) AG= -251(F) AH= -251(F) AI= -251(F) AJ= -251(F) AK= -251(F) AL= -36(F) AM= -36(F) AN= -36(F) AO= -36(F) AP= -36(F) AQ= -36(F) AR= -36(F) AS= -36(F) (optional) ® WARNING - Vedl y design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE HI.7473 rev. 14=12015 BEFORE USE. Design valid for use only with MTek® connectors. This design a based only upon parameters shown. and is for an individual building component, not m met a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated k to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality CrBedo, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei Ma CA 95610 Job • Truss Truss Type + Qty Avila MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems. see ANSI/TP11 Quality Criteria, OSB489 and SCSI Suflding Component. 7777 Greenback Lane 848956940 1603024 Bat HIP GIRDER ` - 1 JPly 2 Job Reference (optional) SYSTEMS PLUS LUMBER CO. ANUEKSON,GA r...+�•-�••••• ••• •-•-••••••••_. o_. ` ID:VKctWt rgOkNgUKuzQBjs zd13w-prtDtTJbyihZli P3Y4rb2Md8zVlwpmW 5AJUYozYnQM 1 B•0 4' 9-11-720-8.12 24-0-0 250 1�•0 334 2.8-12 311.7 4-1-3 1 311-7 2.8-12 334 1�0 Scale = 1:45.9 -!"NAILED r NAILED iNAILED 4 4x6 = _ NAILED NAILED - 3x8 NAILED 3x4 NAILED 4x8 4x54X6 - 3x8 = 4x8 • 2x4 II NAILED 3x4 = NAILED 3x8 = 2x4'11 _ r ' ' HJC26 NAILED NAILED - NAILED HJC26 ' • - 3-34 6-0-0• 9-11.7 14-0.9 - 18-0-0, 20.&12 24-ao 'C4.4 28-12 311 7 4.1 a 3-11-7 2 8 12 '•-4 LOADING (psf) SPACING- 2-0-0 CSI.DEFL. in (loc) Ildefl Lid PLATES GRIP TCLL 30.0 j; Plate Grip DOL 1.15 TC 0.23 r Vert(LL) -0.12' M -N >999 240 MT20 220/195 (Roof Snow=30.0) - Lumber DOL 1:15 BC 0.27 Vert(TL) -0.24 M -N >999 180 TCDL 10.0 Rep Stresslncr NO WB 0.35 "t Horz(TL), 0.06 1 n/a n/a BCUL 0.0 BCDL 10.0 • Code IBC2012ITP12007 (Matrix -M) Weight: 266 Ib FT = 20% LUMBER- BRACING-' TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-11-14 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) 6=2397/0-5-8, 1=2397/0-5-8 Max Horz B=59(LC 10) ! Max UpliftB=-348(LC 10), 1=-348(LC 11) Max Grav B=2654(LC 29), 1=2653(LC 29) r FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. e TOP CHORD B -C=-4830/653, C -D=-4696/687, D -V=-4164/624, E -V=-4169/624, E -W=-5503/801, F -W=-5503/801, F -X=4173/625, G-X=4168/625,'G-H=4700/688, H-1=-48271652 BOT CHORD B -Q=-575/4271, P -Q=-575/4271, O -P=-757/5521, N -O=-757/5521, N -Y=-75715521, „ M -Y=-757/5521, M -Z=-739/5503, L -Z=-739/5503, K -L=-531/4269, I -K=-531/4269 ��T� dJ®�� WEBS C -P=-336/145, D -P=-159/1566, E -P=-1650/257, E-N=0/263,F-M=0/257, F -L=-1624/249,' c.' r B TY G -L=-159/1564, H -L=-336/151" BUILDING • N I i/ I S I O I V NOTES- (16) 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. -APPROVED 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; Vutt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opst 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=1.33pFESS/ON 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 1 Q� '1Z 5) Unbalanced snow loads have been considered for this design. _ !`� �(0 N10 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 30.0 psf on overhangs non -concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. U C 76428 -7 m 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - __J Z 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 Q rn fit between the bottom chord and any other members. c EXP. 12/31/20;6 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Provide mechanical connection (by others) of truss to bearing.plate capable of withstanding 100 Ib uplift at joint(s) except lit=lb) B=348, 1=348. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. q�FOIL 13) Use USP HJC26 (With 16d nails into Girder & 10d nails into Truss) or equivalent spaced at 11-114 oc max. starting at 6-0-6 from the OF CALF left end to 17-11-10 to conned truss(es) to back face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. Myrrh 71 W111 A AWkWWs4jicates 3-10d 0.148"x3" or 3-12d 0.148"x3.25 toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. ®WARNING. Verfry design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE hff-7473 rev. f0/03/2015 BEFORE USE. Design valid for use only with M7ek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems. see ANSI/TP11 Quality Criteria, OSB489 and SCSI Suflding Component. 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Sutte 109 Citrus Hei hts CA 95610 Job -- ... Truss Type a Qty Ply Avila ' - - ' r � - :" vr.. • - building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing • �� r n R46B56940 160&024 •, 80 1 - • • Truss, 1 n G - • Job Reference (optional) 1. " SYSTEMS PLUS LUMBER CO,: ANDERSON, CA 4 . • 1. 7.640 s Sep 29 2015 MTek Industries, Inc. Mon Mer 21 05:21:59 2016 Page 2 ID:VKctW1_rgOkNgUKuzQBjsEzdl3w-prtDtTJbyAhzIMP3Y4rb2Md8zVlwpmW 5AJUYozYnQM 16) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co.` „ LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1:15 Uniform Loads (plf) Vert: A -D=-80, D -G=-80, G -J=-80; 8-1=-20 f , a ^ 'Concentrated Loads (Ib) - Vert: D=-139(8) G=-139(8) 0=-36(B) P=-501(8) E=-139(8) N= -36(B) M= -36(B) F=-139(8) L= -501(B) V==139(13) W=-139(8) X=-139(8) Y=-36(8) Z= -36(B) If 'i • • .• iii � ` .. • � •7'`f • t .,r � •/...-f•Iat lf1-.Yr�1 � '` -.., . ;,• BUTTE COUNTY ,,. ;BUILDING DIVISION ..-APPROVED Job -- ... Truss Type a Qty Ply Avila ' - - ' r � - :" vr.. • - building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing • �� r n R46B56940 160&024 •, 80 1 - • • HIP GIRDER 1 � 1 n G - • Job Reference (optional) 4 -® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE 1101.7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mirek® connectors. This design is based only upon parameters shown, and B for an individual building component, not • ` �]�• a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing • MiT®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the r r ., fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/1PI1 Quality Criteria, OSB -89 and SCSI Building Component 7777 Greenback Lane , . • Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 ` - Citrus Hel hta CA 95810 4 Job . - Truss Truss Type Qty PlyAvila ,. building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing R46856941 1803024 602 California 1 1 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MITek Industries, Inc. Mon Mar 2105:22:00 2016 Page 1 ID:VKctW1_rgOkNgUKuzQBjsEzdl3w-H1Rb5pKDjUpgwW F5nMgbZA7yvLnYEs8Jg324EzYnQL r -1-6-0 a-ao 1z -o -o 16.0.0 2a-ao i 2s -6-o 1$0 ' 8-a0 4-a0 4a0 8-0.0 1$0 • Scale = 1:45.9 4x8 = 4x8 = 3x4 = -3x6 - 4x8 ! • 3x4 =. ' - 3x4 = 4x8 �� 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.98 Vert(LL) 0.10 J -M >999 240 MT20 220/195 (Roof Snow=30.0) TCDL 10.0 Lumber DOL 1.15 BC 0.43 Vert(TL) -0.28 H -J >999 180 Rep Stress Incr YES WB 0.28 Horz(TL) 0.07 F n/a n/a BCLL 0.0 ' Code IBC2012ITP12007 (Matrix -M) Weight: 99 Ib FT = 20% BCDL 0 LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SP No.3, Right: 2x4 SP No.3 Installation guide. REACTIONS. (Ib/size) B=1320/0-5-8, F=1320/0-5-8 r Max Horz 8=-75(LC 11) Max Uplift B=-1 04(LC 10), F=-104(LC 11) Max Grav B=1667(LC 29), F=1667(LC 29) BUTTE UTTE C ^ D N (b) 17eIf 0 , shown. TOPCHORDB C=201/7C-Q164/92D-Q51668/92D-R-668/92,E R64/92,E-F=-2011/77 BUILDING DIVISION BOT CHORD B -J=0/479,82, I -J=-7/112, , H= -464/2002, -H=0/41662 M P ®V WEBS C -J=0/479, D -J=-464/112, D -H=-4641112, E -H=01479 ED NOTES- (11) 1) Wind: ASCE 7-10; Vult=llomph (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=30.0 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 30.0 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." ESS 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 Q�O� ON44 fit between the bottom chord and any other members. �� \ Q N 1 O t' 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 at joint(s) except 0=1b) 8=104, F=104. U 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. �U C 76428 Z 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. * EX,,1231/2016 r�OFCAI.�F1 March 21,2016 ® WARNING - Vedly, design parameters and READ NOTES ON THIS AND INCLUDED 61fTEK REFERENCE PAGE 69I.7473 rev. 101=016 BEFORE USE , Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for on individual building component. not• a truss system. Before use, the building designer must verify the applicability of design parameters and 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 MiT®k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPI] Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Citrus Heights, CA 96610 n Job Truss Truss Type Qty Ply Avila �- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-9-9 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 • RO6B56942 1603.024 B03 California 1 1 Max Uplift8=117(LC 10), G=-117(LC 11) Max Grav 8=1860(LC 29), G=1860(LC 29) Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA. 22314. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Suite 109 Job Reference (optional) .>TJ I CMJ YWb LUNICtI< UU. ANUCKSUN, UA 7.640 S 5ep 29 2015 MITek Industries, Inc. Mon Mer 21 05:22:01 2016 Page 1 ID:VKctW1 rgOkNgUKuzQBjsEzdl3w-IE?zl9LrUnxhXgZSfVt38niPVJhAHfaHYUobdhzYnQK I] -6A 4-11-5 10-0-0 14-0.0 19-0-11 '4-0-0 25.8.0 1S0 4-11.5 5-0.11 4-0-0 - 5-0-11 4.11-s 1B10 Scale = 1:45.9 6x6 = 4x5 = 3x8 = 2x4 II 4x8 — 3x4 = 3x8 = 2x4 II 3x8 = D T N LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012ITP12007 CSI. TC 0.48 BC 0.42 WB 0.44 (Matrix -M) ' DEFL. in (loc) I/deft Ud Vert(LL) -0.11 K -M >999 .240 Vert(TL) -0.22 K -M >999 180 Horz(TL) . 0.09 G n/a n/a PLATES GRIP MT20 220/195 Weight: 114 Ib FT = 20% LUMBER- BRACING - �- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-9-9 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) B=1320/0-5-8, G=1320/0-5-8 is always required for stability and to prevent collapse vAth possible personal Injury and property damage. For general guidance regarding the Max Horz B=92(LC 10) Max Uplift8=117(LC 10), G=-117(LC 11) Max Grav 8=1860(LC 29), G=1860(LC 29) Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA. 22314. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Suite 109 TOP CHORD B -T=-28731125, C -T=-2635/139, C -U=-2105/97, D -U=-1923/109, D -E=-1734/129, BUTTE COUNTY � E -V=-1925/109, F -V=-2106/98, F -W=-2634/140, G -W=-2872/127 BOT, CHORD B -M=-133/2458, L -M=-133/2458, K -L=-133/2458, J -K=-11 /1733, I -J=44/2457, DIVISION I IS BUILDINGG-1=44/2457 V WEBS C -K=798/137, D -K=-81466, E -J=0/467, F -J=796/139 � � �� APPROVED NOTES- (11) , 1) Wind: ASCE 7-10; VuIt=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=30.0 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 30.0 psf on overhangs non -concurrent with other live loads. ESSIpNq 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. ' ��F Q o N o Ftic 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 ��� �� y fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. C(I 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 8=117,J C 76428 Z G=117. 70 cr 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. EXP. 12/31/2016 m 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. CIVIC Fop uk March 21,2016 ® WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED IWTEK REFERENCE PAGE MI -7473 rev. 10/07/2016 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, not �- a truss system. Before use, the building designer must verity the applicability of design parameter, and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k• is always required for stability and to prevent collapse vAth possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and trusssystems. see ANSI/rPll Quality CrBerlo, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA. 22314. Suite 109 Citrus Heights, CA 95610 Job Truss t Truss Type • Qty Ply AVlla a " • 7• •• - r R46856943 1603.024 " B04 Common 1 " Job Reference (optional) 1 SYSTEMS PLUS LUMBER CO, ANDERSON, CA - + - - - 7.640 s Sep 29 2015 MRek Industries, Inc. Mon Mar 21 05:22:02 2016 Page 1 n �, . u • Y ID:VKctWt_rgOkNgUKuzQBjsEzdl3w-DQZMWVLTF53Y9g8eDCOlg Favil308nQn8Y897zYnOJ ` i, 1-8.0' 6-3-4 12-0-0 * 17-8-12 - 24-0.0 256-0 s ; r180 ,•.+ 8.3.4 _ , 58-12 -' - SB -12 - Ir - 6.3.4 r• - - r y a h . Scale = 1:44.4 ' 4x5 6.00 12 - - r 2x4 \\ Q ! C 5 , J + ` R 2x4 E •� ' . 3x6 i ' 3x5 = 3x6 = ,y , .- 3x5 - r 3x6 • 8-2-3 159-13 - 24.0.0 c i :' + 8-2-3 - +. 7-7.11 - 8-2-3 Plate Offsets (X,Y)— [B:0 -2-9,0-1-8);[F:0-2-9,0-1-8] + LOADING (psi) ° ' 1 1 TCLL 30.0 SPACING- 2-0-0 CSI. , ' "- + DEFL. N in (loc) I/defl L/d PLATES GRIP Plate Grip DOL 1.15 TC 0.50 Vert(LL) _ -0.13 H -J >999 240 MT20 220/195 1 (Roof Snow=30.0) Lumber DOL 1.15 . ' BC,` 0.37 Vert(TL) .-0.29 H -J . >999 '180 TCLL 10.0 Rep Stress Incr YES WB 0.31 HOrz(TL) 0.06 � F n/a n/a • BCLL . 0.0 ' Code IBC2012ITP12007 (Matrix -M)8. Weight: 102 Ib FT = 20% LUMBER- BRACING + + , TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-4-5 oc purlins. r 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. '/ ' 11 MiTek recommends that Stabilizers and required cross bracing • ' �' 1 a >� be installed during truss erection, in accordance with Stabilizer a Installation guide. , r+ REACTIONS. (1b/size) ' 6=1320/0-58; F=1320/0-5-8 Max Horz B=109(LC 14) T' Max UpliftB=-132(LC 10), F=-132(LC 11) w r r + FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. +. TOP CHORD B -C=-2009/179, C -Q=-1762/162, D -Q=-16501190, D -R=-1650/191, E -R= -1762H63, / r -BUTTE ����®�� E -F=-2009/180 , BOT CHORD B -J=-171/1711, I -J=-20/1144, I -S=-20/1144, S -T=-20/1144, H -T=-20/1144, i' .' 1 F -H=-63/1711 BUILDING, DIVISION - WEBS D -H=-87/706, E -H=-527/195, D -J=-87/706, C -J=-527/195 r a (/A(�p ��/® _ .NOTES- (10) 1 ' 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=61Opsf; h=25ft; Cat. 11; Exp C; enclosed; MA (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=30.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct= 1. r 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 30.0 psf on overhangs • �_ ' non -concurrent with other live loads. - • : 1 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 �pF ESS/O/yq fit between the bottom chord and any other members, with BCDL = 10.opsf. COQ ONTO 4 7) A plate rating reduction of 20% has been applied for the green lumber members. , • - �� y �2C 1 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Gt=1b) B=132, Q CC,p i F=132. � Gj to 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.'.,, i C 76428 Z 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. a Cr v • ! p ;� EXP. ,12/31/2016 ^� r. ° • i _ ' , ,'' FOPCAI March 21,2016 ®WARNING - Vedly deslgn parameters and READ NOTES ON THIS AND INCLUDED 1197EK REFERENCE PAGE PoUP7473 rev. laW/2015 BEFORE USE. - Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for on individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design Into the overall 1 building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing + is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSi/TP11 Quality Cdtedo, DSB-89 and BCSI Building Component = ! 7777 Greenback Lane Safety Information available 6om Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - _ •. •� Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Design Design valid for use only with MiTek® connectors. This design is based only upon parameters Shawn, and is for an individual building component. not Ply Awls LOADING (psf) a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall Tty 848856944 1603024 BOS COMMON 1 PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.50 Vert(LL) -0.13 F -H >999 240 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MITek Industries, Inc. Mon Mer 2105:22:03 2016 Page 1 ID:VKctWt _rgOkNgUKuzQBjsEzd 13w-hc7kjrM50PBPnJgnwvXDCold6M31b1 a?oHihZzYnQ I 6-34 12-0-0 17-8-1224-0-0 8-34 5.8.12 5-8-12 6-3-4 Scale = 1:42.8 4x5 = 3x8 = 3x5 = 3x8 = 3x5 = 3x8 = I$ 1.8.8 8-2.3 15-9-13 24-0-0 1$B fall ' 7-7-11 Design Design valid for use only with MiTek® connectors. This design is based only upon parameters Shawn, and is for an individual building component. not Plate Offsets (X,Y)— [A:0 -8-0,0-0-6),[E:0-8-0 0-0-61 LOADING (psf) a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.50 Vert(LL) -0.13 F -H >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.39 Vert(TL) -0.31 F -H >863 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.31 Horz(TL) 0.06 E n/a n/a Code ISC2012/TP12007 (Matrix -M) Weight: 97 Ib FT = 20% O BCDL 10 LUMBER- BRACING - TOP CHORD 2x4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-8-12 oc purlins. BOT CHORD 2x4 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 5-3-11 oc bracing. WEBS 2x4 OF 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=935/2 -0-0,E=1189/0-5-8,1=27610-3-8 Max Horz A=-97(LC 11) Max UpliftA=-874(LC 37), E=-857(LC 40), 1=-7(LC 38) Max GravA=1422(LC 24), E=1616(LC 23), 1=276(LC 1) (� BUTTE COUNTY FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD A -B= -2949/1743,8 -P= -2158/965,C -P= -1750/546,C -Q= -1776/541,D -Q=-2190/963, D -E=-2982/1741 BUILDING DIVISION BOT CHORD A -I=-1607/2560, H -I=-1364/2437, G -H=-512/1378, G -R=-198/1143, R -S=-33/1126, F -S= -510/1376,E -F=-1508/2595 APPROVED WEBS C -F=106/704, D -F=513/206, C -H=106/640, B -H=-496/205 NOTES- (10) 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=30.0 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 a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. �oFESS/ONq 6) A plate rating reduction of 20% has been applied for the green lumber members. 4 Q 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) I except (jt=1b) A=674,��� IO F411 E=857. PON yF 'AZ �� 8) This truss has been designed for a total drag load of 3000 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag [(/� loads along bottom chord from 0-0-0 to 24-0-0 for 125.0 plf. J VO C 7642 $ 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. S EXP. 12/3112016 nm \OF,cm- March 21,2016 ® WARNING - verity design parameters and READ NOTES ON THIS AND INCLUDED MT7FK REFERENCE PAGE MI -7473 rev. ta47=015 BEFORE USE- SE R Design Design valid for use only with MiTek® connectors. This design is based only upon parameters Shawn, and is for an individual building component. not j a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality CrIfedo, OSB -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty PlyAvla SPACING-2-0-0 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP (Roof Snow=30.0) R46856945 1603-024 806 Common 2 1 Lumber DOL 1.15 BC 0.34 Vert(TL) -0.22 G -H >999 180 BCLL 0.0 • Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 3 1-9-4 5.1-8 5-1-6 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 2106:22:04 2016 Page 1 ID:VKctW1_rgOkNgUKuzQBjsEzdl3w-9ph6wBNjniJG07H1 KdRmIPKw8W13UvJES1 FDOzYnQH 05 = 5.8.12 8-3-4 Scale = 1:43.7 3x4 = J 3x4 = 3x8 = 3x4 = 3x5 = 4x5 = F 1-9-4 9-0-0 16.2-12 24-0-0 ' 1-9-4 7.Z-12 ' 7-2-12 7-9-4 LOADING (psf) TCLL 30.0 SPACING-2-0-0 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.45 Vert(LL) -0.10 G -H >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.34 Vert(TL) -0.22 G -H >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.84 Horz(TL) 0.05 F n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 106 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-7-0 oc purlins. BOT CHORD 2x4 OF 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 s guide REACTIONS. (Ib/size) A=42/Mechanical, F=1123/Mechanical, J=1234!0-5-8 Max Horz A=-97(LC 11) Max UpliftA=-26(LC 5), F=-100(LC 11), J=-125(LC 10) Max GravA=73(LC 16), F=1123(LC 1), J=1234(LC 1) p® BUTTE COUNTY FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD A-8=-250/2,B-C=-358/63,C-0=-1392M25,D-Q=-1293/150,D-R=-1546/205, BUILDING DIVISION E -R=-1659/177, E -F=-1862/174 BOT CHORD 27/1270, H -I=-127/1270, H -S=-15/1000, S T=-15/1000, G -T=-15/1000, F -G= F -G=-82/1581 APPROVED WEBS B -J=-372/162, C -J=-1266/100, C -H=-2981162, D -H=-52/436, D -G=-110/740, E -G=-512/196 /�_f,'i NOTES- (10) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cal. 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=30.0 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 a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. of ESS/GNq 7) Refer to girder(s) for truss to truss connections. Q 4 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, F except (jt=1b) ONTO ��� �� J=125. Q (cp 9) "Semi-rigid pitchbrealks with fixed heels" Member end fixity model was used in the analysis and design of this truss. lV 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. JQ C 7642 * EXP. 12/31/2016 ^� clo- T�rFOF CA\_ March 21,2016 ® WARNING - Verily design parameters end READ NOTES ON THIS AND INCLUDED MrTEK REFERENCE PAGE MI -7473 rev. 10/03/2016 BEFORE USE. Design valid for use only with M1ek® connectors. This design Is based only upon parameter. shown, and is for an individual building component, not ��- a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of IndMdual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSI,rfPll Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Avila a truss system. Before use. the building designer must verity the applicability of design parameters and properly incorporate this design into the overall TOLL 30.0 SPACING- 2-0-0 R46856946 1603.024 COI California Girder 1 1 PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.10 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 Mrrek Industries, Inc. Mon Mar 2105:22:07 2016 Page 1 ID:V KctW1 _rgOkNgU KuzQBjsEzd 13w-aNMFZCPc4dhgFbOb01_TN2yN 1jInhGA9wPFvgKzYnQE 8 -0- 1�-0 3.8.12 0-8- 4-8-11 5•SS 3-1-7 2-7-13 4.0-4 4-3-12 Scale = 1:52.8 6x6 = JUS24 3x4 = NAILED JUS24 4x6 = JUS24 3x5 II nv n� n r nC hr MV 3x6 i 2x4 II NAILED 4x12 4x6 = NAILED 3z5 II JUS24 010 = 3x6 = 2.4 II 4x10 = HJC26 NAILED NAILED NAILED JUS24 NAILED 38.12 8-9-7 142-12 17.4.3 20-0-0 24-0-4 28-4-0 S a � N LOADING (psi) ® WARNING - Verfly des/gn parameters and READ NOTES ON THIS AND INCLUDED A9 EK REFERENCE PAGE 891.7473 rev. 1010=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. not a truss system. Before use. the building designer must verity the applicability of design parameters and properly incorporate this design into the overall TOLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.10 Q -R >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.34 Verl(TL) .-0.19 Q -R >921 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.81 Horz(TL) 0.02 K n/a n/a BCOL 10.0 Code IBC2012ITP12007 (Matrix -M) Weight: 157 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD BOT CHORD 2x6 DF SS G WEBS 2x4 DF Stud/Std G 'Except' BOT CHORD K -S: 2x6 DF SS G, F-Q,F-N: 2x4 DF No.2 G, J -K: 2x4 DF No.1&Btr G REACTIONS. (Ib/size) B=1073/0-5-8, 0=3193/0-5-8, K=1782/0-5-8 Max Horz 6=125(LC 52) Max Uplift 6=-175(LC 10), 0=-430(LC 10), K=-272(LC 7) Max Grav B=1240(LC 32), 0=3772(LC 31), K=1878(LC 31) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2254/299, C -V=-1440/123, V -W=-1440/123, E -W=-1440/123, E -X=-1440/123, F -X=-1440/123, F -Y=-1262/214, G -Y=-1262/214, G -H=-1681/276, H -Z=-1534/254, I -Z=-1557/257, K -S= -633/78,J -S=-612/72 BOT CHORD B -R=-294/2060, R -AB= -288/2000, AB -AC= -288/2000, AC -AD= -288/2000, Q -AD= -288/2000, P -Q=-1786/225, P -AE= -1786/225, O -AE= -1786/225, O -AF= -1786/225, N -AF= -1786/225, N -AG= -26311176, M -AG= -263/1176, L -M=-377/1979, K -L=-377/1979 WEBS C -R=-75/702, C -Q=-1010/209, E -Q=-737/148, F -Q=-344/3370, F -O=-3086/437, F -N=-467/3105, G -N=-1134/169, G -M=-49/670, H -M=-27/309, I -M=613/133, I -K=-2154/396 Structural wood sheathing directly applied or 4-0-6 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 5-11-9 oc bracing: 0-0 6-0-0 oc bracing: N -O. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. BUTTE COUNTY BUILDING DIVISION APPROVED NOTES- (18)Q-pFESSIONI 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BML=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 ��� ��ON10 2) TCLL: ASCE 7-10; PF --30.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. CV 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 30.0 psf on overhangs(� 76428 Z M non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. EXP. 12/3112016 nl 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. J c(v (L `9) Provide K=2 2.nical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) B=175, OF CA``lFD�L 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. RA IN rf4 On4C ® WARNING - Verfly des/gn parameters and READ NOTES ON THIS AND INCLUDED A9 EK REFERENCE PAGE 891.7473 rev. 1010=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. not a truss system. Before use. the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated b to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, 059-89 and BCS/ Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 Jqp Truss Type ]Truss �. - building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing JQtyAve is always required for stability and to prevent collapse with possible personal injury and property dosage. For general guidance regarding the s,, R46856946 1603024 - c01 California Girder 1 1 f - Job Reference o tional 0 JTb r tMJ YWJ LUMBCK UU, ANUtKAUN, UA . 7.640 s se?, 29 2015 MITeK industries, Inc. Men Mar 21 05:22:07 2015 Page 2 ID: VKctW1 _rgOkNgUKuzQBjsdl3w-aNMFZC Pc4dhgFbOb01_TN2yN 1jInhGA9wPFvgKzYnQE NOTES- (18) 11) Use USP HJC26 (With 16d nails into Girder & 10d nails into Truss) or equivalent at 4-0-6 from the left end to connect truss(es) to front face of bottom chord. 12) Use USP JUS24 (With 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 16-0-12 from the left end to 18-0-12 to connect truss(es) to front face of bottom chord. ' 13) Use USP JUS24 (With 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 22-0-12 from the left end to 26-0-12 to connect truss(es) to front face of top chord. 14) Fill all nail holes where hanger is in contact with lumber. { 15) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail... ' 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 290 Ib down and 8 Ib up at 27-8-12 ori top chord. The design/selection of such connection device(s) is the responsibility of others. 17) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ; t 18) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. L i +- LOAD CASE(S) Standard * + + 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15'• y ' i Uniform Loads (plf) i Vert: A7C=-80, C -D=-80, 6-G=-80; G -H=-80, H -J=-80, B -K=-20 Concentrated Loads (lb) 1 _ } . Vert: H =-27(F) J=-271 P= -34(F) 0=-38(F) M= -36(F) 1=-433(F) Z= -433(F) AA= -433(F) AB= -553(F) AC= -34(F) AD= -34(F) AE= -34(F) AF= -436(F) AG= -323(F) • r ' u i� t ,. T ^ F P ; ; `' '•` BUTTE COW" �., •`• BUILDiiVG DIViSiO APPiI ® iEv 1 _ r ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED Mr MK REFERENCE PAGE 11111.7473 rev. 1010312015 BEFORE USE Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for on individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall • + " =•i■` "' building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property dosage. For general guidance regarding the s,, • fobdcation, storage, delivery, erection and bracing of trusses and truss systems, see . ANSI/TPII Quality Criteria, DSB-89 and SCSI BuIlding Component ° 7777Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. a Suite 109 Citrus Hal is CA 96810 r Job Truss Truss TypeQty Ply Avila 846856947 1603-024 CO2 ROOF SPECIAL GIRDER 1 Job Reference (optional) " SYSTEMS PLUS LUMBER CO, ANDERSON, CA „ - 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 2105:22:13 2016 Page 1 ID:VKctWt rgOkNgUKuzQBjsEzdl3w-OXjWpGUNrrS_zWUIM05tdJCXo8nr5zl2JLiE2_zYnQ8 -1-6-0 i 3-1-12 5-8-15 9-11-14 142-12 16-11-13 19-8-15 i 21-8-15 , 24-10-11 26-4-0 1.6.0 3.1-12 2.7-3 4-2.15 4-2.15 - 2-9-1 2-9.1. 2.0.0 3-1-13 3.5.5 Scale = 1:52.8 4x8 — NAILED NAILED 3x4 = NAILED - NAILED NAILED NAILED 5x8 = 2x4 II 5x6 — r 2x4 II 5x10 = 2x4 II 4x12 = I AE AF J AG K 6.00 12 D NAILED E • NAILED F G 3x4 i AA AB \AC AD V C `. U T AH S R SAI D- AJ P AK D N AL AM M AN L 3x4 = 2x4 II 3x4 = 4x8 •5x10 = HUS26 3x8 11 8x12 = 2x4 II 6x8 = 3x10 II 4x10 = HUS26-2 JUS26 JUS24 t HUS26 HUS26' HUS26 HUS26 HUS26 HUS26 3-1-12 5.8.15 9.11.14 14-2-12 16-11-13 19-8-15 21-8-15 24-10-11 284-0 3-1-12 2-7-3 4-2-15 4-2-15 2-9-1 2-9-1 2.0.0 3-1.13 3-5.5 Plate Offsets (X,Y)-[D:0-3-0,0-2-01,[F:0-2-8,0-1-8],[I:0-4-0,0-1-15],[L:0.3-8,0-2-0] [N:0-4-0,0-4-4] , LOADING (psf) SPACING- 2-0-0 CSI. DEFL. '. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.20 Vert(LL) -0.06 O -P >999 240 MT20 220/195 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.43 Vert(TL) -0.11 O -P >999 180 TCDL 10.0 Rep Stress Incr NO WB 0.84 HOrz(TL) 0.02 - L n/a n/a BCD 0.0 ' Code IBC2012rrP12007 (Matrix -M) ` Weight: 541 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 DF SS G end verticals. WEBS 2x4 OF Stud/Std G 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: L -V: 2x6 OF SS G, F -P: 2x4 OF No.2 G 6-0-0 oc bracing: Q-R,P-Q. REACTIONS. (Ib/size) 8=116910 -5 -8,Q=12721/0 -5-8.L=6200/0-5-8 Max Horz B=154(LC 7) , Max UpliftB=-225(LC 10), Q=-249(LC 10), L=-183(LC 6) Max Grav B=1448(LC 32), Q=13135(LC 31), L=6421 (LC 31) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2140/377, C -D=-2019/398, D -Z=-569/361, Z -AA= -569/361, E -AA= -569/361, t E -AB= -569/361, F -AB= -569/361, F -AC= -2502/0, G -AC= -2502/0, G -AD= -2502/0, H- =-479/02/0, V=-45871/86, I -AE= -6153179, AE -AF= -6155/78, J -AF= -6158178, • BUTTECOUNTY ` L -V=-479/25, K -V=-456122 BOT CHORD B -U=-368/1872, T -U=-368/1872, T -AH= -358/1675, S -AH= -358/1675, R -S=-358/1675, . R -AI= -4153/174, Q -AI= -4153/174, Q -AJ= -4153/174, P -AJ= -4153/174, P-AK=0/6684, BUILDING 'DIVISION O-AK=0/6684, N-0=0/6793, N -AL= -145/4877, AL -AM= -14514877, M -AM= -145/4877, i, M -AN= -14569, D- L -AN= -38/1145/4877 A PPROVED WEBS C -T=-359/169, D -T=-3811207, D -R=-1413/15, E -R=-727/225, F-R=-603/5687,,/�` F -Q=-10746/389, F -P=0/9565, G -P=-322/96, H -P=-6009/331, H -O=-65/2140, H -N=-1003/0, I -N=-3/2680, J -N=011963, J -M=-145/3569, J -L=-7153/165 NOTES- (20) ' 1) 3 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Q OFESSIQN C Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-00c. ' 4, Bottom chords connected as follows: 2x6 - 3 rows staggered at 0.4-0 oc. `(Q N Q t' Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. ` . �� Q.\ y�i` 2Cj 2) All loads are considered equally applied to all plies, except H noted as front (F) or back (8) 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.' U C 76428 y m 3) 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 - r Z 70 Cr (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=30.0 psf (Flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 EXP. 12/31/2016 m 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times Flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. • C V IL 7) Provide adequate drainage to prevent water ponding. T 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. OFC 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. sA___LL nA nn, n ti @ uction of 20% has been applied for the Teen lumber members. 'vial L'r 1 4 1,4u t u ® WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE rlol-7473 rev. laM=015 BEFORE USE. Design valid for use only with MTek9 connectors. This design is based only upon parameters shown, and Is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall gal ' building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent b•acing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the , fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite tog Citrus Heights, CA 95610 Job Truss Truss Type Qty • Ply Avila R46856947 �JobReference(oDtional) 1603-024 CO2 ROOF SPECIAL GIRDER 1 .. 5751 tM5 PLUS LUMatK CU, ANUtK50N, CA 7,640 5 Sep 29 2015 MffeK Industries, Inc. Mon Mar 21 05:22:13 2016 Page 2 ID:VKctW1 rgOkNgUKuzQBjsEzdl3w-OXjWpGUNfrS_zWUIM05tdJCXoBnr5zl2JLiE2_zYnQB NOTES- (20) 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) B=225, 0=249, L=183. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Use USP HUS26-2 (With 16d nails into Girder & 16d nails into Truss) or equivalent at 6-1-9 from the left end to conned truss(es) to back face of bottom chord. 14) Use USP JUS26 (With t Od nails into Girder & 10d nails into Truss) or equivalent at 8-0-12 from the left end to conned truss(es) to back face of bottom chord. 15) Use USP JOS24 (With 10d nails into Girder & 10d nails into Truss) or equivalent at 10-0-12 from the left end to conned truss(es) to back face of bottom chord. 16) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 4-0-0 oc max. starting at 12-0-12 from the left end to 25-11-4 to conned truss(es) to back face of bottom chord. 17) Fill all nail holes where hanger is in contact with lumber. 18) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 19) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 290 Ib down and 8 Ib up at 27-8-12 on top chord. The designifselection of such connection device(s) is the responsibility of others. 20) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -D=-80, D -H=-80, H -I=-80, 1-K=-80, B -L=-20 Concentrated Loads (lb) Vert: K=-271 S= -749(B) R=-631(8) E= -125(F) F= -115(F) 0=-2221(B) Z= -125(F) AA= -125(F) AB= -125(F) AE=29(F) AF=29(F) AG=29(F) AH= -633(8) AI= -1645(6) AJ= -1909(B) AK= -2027(8) AL= -2250(8) AM= -2369(B) AN= -1957(8) 1 r , BUTTE COUNTY BUILDING a.,, APPROVED ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED b9TEK REFERENCE PAGE MI -7473 rev. 1010312015 BEFORE USE Design valid for use only vAth MTeM connectors. This design is based only upon parameters shown. and is for an individual building component, not - �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse vAth possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criferta, DSO -89 and BCSI Building Component 7777 Greenback lane Safety Information available from Trus Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 r Job Truss ,. Truss Type „ Ply Avila �• - • JQty -. R46856948 1603-024 , - DOI Califomia Girder 1 1' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quatity Cdteda, OSB -89 and BCSI Building Component - 7777 Greenback Lane _ Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. - - Suite 109 Job Reference (optional) y a aicmo rLUJ LVM6CR Vv, /UVUCRJVIv, VA r /.b4Usbep LezulomiteKInauslrles,Inc. Mon Mar Zl u0:L1:1b2Ulb Na2. ge1 • ID:VKctWt rgOkNgUKuzQBjsEzdl3w-LwrGExVdB5iiDgdBUR7LikHnHySPZ1NLmfBK6tzYnQ6 514-4-0 1-6-0 5.8-12s` 4-1 2-4-10 -4-1 5$-12 Scale = 1:29.4 - - 5x8 = 4x5 - A _ - SKH24L NAILED' Special SKH24R i - 14.4-0 - _ 9Al2 - 3-2-8 t8_1 Plate Offsets (X,Y)- [B:0-1-.12,0-0-91, [C:0-4-0,0-1-41, [E:0-2-0,0-0-91 " LOADING (psf) t TCLL- 30.0 SPACING- 2-0-0 . CSI. DEFL. in (loc) I/deft L/d PLATES GRIP -- (Roof Snow=30.0) A Plate Grip DOL . 1.15 TC' . 0.59 Vert(LL) -0.05 H -J >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.42 Vert(TL) -0.11. H -J >999 180 ' BCLL 0.0 • Rep Stress Incr NO WE 0.22 Horz(TL) -0.03 ' B ., n/a n/a 0 1 0 Code IBC2012ITP12007 (Matrix -M) Weight: 69 Ib FT = 20% BCDLLUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD' , Structural wood sheathing directly applied or 3-6-4 oc purlins. BOT CHORD 2x6 DF SSG " t 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) •, 8=1249/0-3-8, E=1238/0-5-8 • r . Max Horz E=-57(LC 11) " 1 Max UpliftB=-178(LC 10), E=-174(LC 11) y t, Max Grav B=1587(LC 29), E=1575(LC 29) r '` FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -M=-2181/206, B -N=-2431/269, C -N=-2202/280, C -O=-1956/266, D -O=-1947/264, r �' D -P= -21042265,E -P=-2332/253 BUT'T'E COUNTY BOT CHORD , B -H=-184/2070, H -Q=-186/2047, Q -R=-186/2047, R -S=-186/2047, G -S=-186/2047, 'v E -G=-196/1953 - ' - BUILDING. DIVISION WEBS C -H=0/422, aG=-3/507 NOTES- (17) A3PPROVED. 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25tt; 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 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 30.0 psf on overhangs . non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. _ ` ()FESS/0A14 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads: Q 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 ONTO ��� �� 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 lb uplift at joint(s) except 0=1b) B=178, U C C 76428 m E=174. -u Z 70 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Q 11) Use USP SKH24L (With 16d nails into Girder & NA9D nails into Truss) or equivalent at 5-10-15 from the left end to connect truss(es) . * �y EXP. 12/31/2016 m to front face of bottom chord, skewed 45.0 deg.to the left, sloping 0.0 deg. down. ' ', 12) Use USP SKH24R (With 16d nails into Girder & NASD nails into Truss) or equivalent at 8-5-1 from the left end to connect truss(es) to front face of bottom chord, skewed 45.0 deg.to the right, sloping 0.0 deg. down. J C V II - 13) Fill all nail holes where hanger is in contact with lumber. qjF 14) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MTek's ST -TOENAIL Detail. OF CALF Rfinrr•h'D1 7MR • 1 t ® WARNING - VedfY design parameters and READ NOTES ON THIS AND INCLUDED h9TEK REFERENCE PAGE 1191.7473 rev. 10/01/2016 BEFORE USE l Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for on individual building component. not' a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• . is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quatity Cdteda, OSB -89 and BCSI Building Component - 7777 Greenback Lane _ Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. - - Suite 109 - - - _ Citrus Heights. CA 95610 • 1 t Job { e+ 1 , . ..L .rte t. �. , t • • r. ♦ j�• ' _ n 4 rt .; � I � r• f f � +- �' - • I ` • e ,� ` Y. � ' � . r • MIT®k• always required stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the • -� fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component t . • R48658948 1603024 � DO1 , California Girder • 1 ' ' 101y 1 y 1 - - ' + Job Reference optional) - SYSTEMS PLUS LUMBER CO, r ANDERSON, CA - f' - 7.640 s Sep 29 2015 Mlrek Industries, Inc, Mon Mar 2105:22:15 2016 Pagge 2 -4 !• ID:VKctWt rgOkNgUKuzQBjsEzdl3w-LwrGExVdB5iiDgd8UR7LikHnHySPZ1NLmfBK6tzYnQ6 x. NOTES- (17) - t 4 ,15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 309 Ib down and 123 Ib up at 5-8-8, and 309 Ib down and 123 Ib up at 8-4-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. , 16) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 17) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. .. r T. x 'f LOAD CASES) Standard I- ' 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increaseh15 r; Uniform Loads (plf) F '. 1 f ` Vert: A -C=-80, C -D=-80, D -F=-80, B -E=-20 i •' ' 1 e Concentrated Loads (lb) t • - 1 ", . i 1 Vert: C=-175'0=-175 Q= -211(F) R=-41(F)S=-211(F) f � - _ • .' fir., , • a�..{'. •Y 41 r. ♦ t � '� `� � 1 1 y, i. y • , + r � til, - .L ,.; ' � { , •_ ,�' " - BUTTE COUNITY - ; • 'BUILDINGa MPP1,10V 4. it Job Truss Truss Type - r - ' • ' Ply Avila f-• :. ' � MIT®k• always required stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the • -� fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component t . • R48658948 1603024 � DO1 , California Girder • 1 ' ' 101y 1 y 1 - - ' + Job Reference optional) ® WARNING - Verify design parameters MI end READ NOTES ON THIS AND INCLUDED TEK REFERENCE PAGE MI -7473 rev. 14W/2015 BEFORE USE. ■■ • - Design valid for use only with Mirek® connectors. This design is based only upon parameters shown, and Is for an individual building component. not i' �• ' .. a truss system. Before use. the building designer must verify the applicability of design parameters and property Incorporate this design into the overall ' building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing - 'f Is for MIT®k• always required stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the • -� fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component t 7777 Greenback Lane " Safety Intormalion available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314.- - . . , " Suite 109 - - Citrus Heights, CA 95610 " . • .. _ 1 - Jop - Truss Truss Type Qly Ply ,Avila . 1o. - r• 7.2.0 • • • 1.6.0 .- •. -� wt Jr M •-R46856949 1603-024 D02 ., CommonJ 2 1 Y _ MT20 220/195 Scale = 1:28.7 - - i. ' • t Vert(TL) ' -0.09 H -I . >999 .• 180 Job Reference (optional) a.Cma rLVo lVmoCR VV, ArvuCrtJurv, ' VN /.ti4VS,Bp Ltl La1S MII eK IneU5ln8a, IAC. Men Mer 27 UY.Z1:102a16 Nege1 +', ID:VKctW1_rgOkNgUKuzQBfsEzdl3w-LwrGExVdB5iiDgd8UR7LikHg8yTKZOxLmfBK6tzYnQ6 S-6-0 r• 7.2.0 12-10-12 1a -0-o 1s-iao • • 1.6.0 .- •. -� wt . 7-2-0 . 58-12 . ' . y (Roof Snow=30.0) . " Plate Grip DOL 1.15 s ,i , • ., Y _ MT20 220/195 Scale = 1:28.7 - - i. ' • t Vert(TL) ' -0.09 H -I . >999 .• 180 - 4x5 1 BCLL 0.0 ' Rep Stress Incr YES WB 0.32 _ , f Horz(TL) 0.01 - ; F n/a n/a Cade IBC20121TPI2007 (Matrix -M) t, Weight: 67 Ib FT = 20% BCDL 10.0 • �. r LUMBER- , , _ , , BRACING- TOP CHORD 2x4 DF No.1&Btr G'' TOP CHORD - Structural wood sheathing directly '• applied or 5-11-3 oc`purlins. . BOT CHORD 2x4 DF No.1&Btr G • BOT CHORD I Rigid ceiling directly applied " .. • `{"+ MiTek recommends that Stabilizers and required cross bracing 6.00 12 ' ` < be installed during truss erection, in accordance with Stabilizer [Installation . , guide. REACTIONS. (Ib/size) F=762/0-5-8, J=911/0-5-8 1 + Max Horz J=70(LC 10) Max UpliftF=-90(LC 11), J=-100(LC 10) - . Max Grav F=766(LC 18), J=911(LC 1) • FORCES. (lb) ; Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.', TOP CHORD • B -C=-79/333, C -Q=-728/56, D -Q=-617/74, D -R=-617/58, E -R=-724/41, E -F=-1081/91 " . BOT CHORD B -J=-271/80, 1-J=-271/119, H-1=-83/1036, F -H=-83/1036 t ' ` 4 ,. r • '3x4 i ,• ' (10) B�L UIL®ING DII8iV 3x4 tlNOTES. .. APPROVED' , _ .. • E _ A ' 4x5 �'. J - f 2x4 It 1X9 I I ��J •���/ - 4.51 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE W14473 rev. 1010=015 BEFORE USE. � • 1.5.4 . ' Plate Offsets (X,Y)- [B:0-3-8,0-2-0) [F:0-3-8,0-2-01 + LOADING (psf) building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing i is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ,. TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc).' I/deft L/d ` PLATES GRIP y (Roof Snow=30.0) . " Plate Grip DOL 1.15 TC 0.41 I t Vert(LL) -0.03 H-1 >999 240 MT20 220/195 TCDL ' • 10.0 ^ Lumber DOL 1.15. BC 0.36 t Vert(TL) ' -0.09 H -I . >999 .• 180 ' 1 BCLL 0.0 ' Rep Stress Incr YES WB 0.32 _ , f Horz(TL) 0.01 - ; F n/a n/a Cade IBC20121TPI2007 (Matrix -M) t, Weight: 67 Ib FT = 20% BCDL 10.0 • �. r LUMBER- , , _ , , BRACING- TOP CHORD 2x4 DF No.1&Btr G'' TOP CHORD - Structural wood sheathing directly '• applied or 5-11-3 oc`purlins. . BOT CHORD 2x4 DF No.1&Btr G • BOT CHORD I Rigid ceiling directly applied or 6-0-0 oc bracing. - WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing ti ' ` < be installed during truss erection, in accordance with Stabilizer [Installation f• ' r ;�„ guide. REACTIONS. (Ib/size) F=762/0-5-8, J=911/0-5-8 1 + Max Horz J=70(LC 10) Max UpliftF=-90(LC 11), J=-100(LC 10) - . Max Grav F=766(LC 18), J=911(LC 1) • FORCES. (lb) ; Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.', TOP CHORD • B -C=-79/333, C -Q=-728/56, D -Q=-617/74, D -R=-617/58, E -R=-724/41, E -F=-1081/91 " . BOT CHORD B -J=-271/80, 1-J=-271/119, H-1=-83/1036, F -H=-83/1036 t ' ATL'v®U WEBS C -I=-6./5.3'1 ,` C.. -J=-884/222, E -I=-523/159 y�,Y:.+` NTY ,• ' (10) B�L UIL®ING DII8iV 1) Wind: ASCE 7-10; VuIt= 11Omph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS tlNOTES. (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 APPROVED' 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design.. t• i " 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 30.0 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. + ; r+ { 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 1-0-0 wide will ' fit between the bottom chord and an other members. 1 7) A plate rating reduction of 20% has been applied for the green lumber members. Provide �OFESSIONq ' � IO 8) mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) F, J. "Semi-rigid s ��ON 9) pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 8 z c, C '7642cr I + ' . , • _ ;'.'� ti' EXP. 12/31/2016 m " ',`I Civil. "„ �' • March 21,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE W14473 rev. 1010=015 BEFORE USE. � • • Design valid for use only with M7ek9 connectors. This design Is based only upon parameters shown, and is for an Individual building component. not ' - ' a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall -_ building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ,. fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPIIpualay Criteria, DSB-89 and BCSI Building Component • ' 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. . , V, - - Suite 109 t Citrus Hel Ms CA 95610 Job Truss Truss Type Qty Ply Avila Plate Grip DOL 1.15 TC 0.96 Vert(LL) -0.02 E -F >999 240 MT20 220/195 R48B56950 1 1603-024 D03 COMMON 1 1 BC0.0 ' Rep Stress Incr YES WB 0.31 Horz(TL) -0.00 E n/a n/a Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 5.11-B 4x5 = 7.640 s Sep 29 2015 Mi rek Industries, Inc. Mon Mar 2105:22:16 2016 Page 1 ID:VKctWt_rgOkNgUKuzQBjsEzd 13w-p6PeSH WFyOgZq_C K18eaFxgs9MsYITFU7JxueJzYnQ5 5-11-8 2.8.8 Scale= 1:26.8 3x4 11 3x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.96 Vert(LL) -0.02 E -F >999 240 MT20 220/195 BCDL 10.0 Lumber DOL 1.15 BC 0.17 Vert(TL) -0.05 F -G >999 180 BC0.0 ' Rep Stress Incr YES WB 0.31 Horz(TL) -0.00 E n/a n/a BCDL 10.0 Code IBC2012ITP12007 (Matrix -M) Weight: 61 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std G 'Except' MiTek recommends that Stabilizers and required cross bracing A-G,C-E: 2x8 OF SS be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) G=534/0-5-8, E=839/0-58 Max Horz G=-87(LC 6) Max UpliftG=43(LC 10), E=-112(LC 11) Max Grav G=543(LC 17), E=839(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -H=-595/31, B -H=-492/48, B-1=480/62, C -I=-606/47, A -G=-492!73, C -E=-785/142 BOT CHORD F -G=-60/263, E -F=-589/105 ©UTTE S (V` O U NW WEBS C -F=-35/706 NOTES- (10) BUILDING DIVISION 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 P P R O�y/ E D 2) TCLL: ASCE 7-10; Pf=30.0 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 30.0 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. �pFESSIQNq 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) G except (jt=1b) Q ��. E=112. ��o �� 0 N I O 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. CV C 76428 z ')0 EXP. 12/31/2016 pj OF March 21,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 119I-7473 rev. 101=015 BEFORE USE. • Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component. not a truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rPl1pual"y Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Type Qty Ply Avila t, , ' JTruss Mire k' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the _ - R46B56951 1603-024 •' ' 004 •• Common Su parted Gable• a 1 1 ,•. 1 A •1 CSI., DEFL. in (loc) I/deft L/d Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA " ' 7.640 a Sep 29 2015 M rek Industries, Inc. Mon Mar 2105:22:17 2016 Page 1 r ^ • i ID:VKctW1_rgOkNgUKuzQBlsEzdl3w-HJzOfdXtjiyQS7nWbsApn9N2XIDG1x5eDzgRBIzYnQ4 11-11-0 14-7-8 Scale= 1:26.8 ,. 4 ' 4x4 t+ 8.00 12. - E . ` D .H * _` • i C 3.5 I I� B. E ® Design valid for use only with MtfekS connectors. This design is based only upon parameters shown, and Is for an individual building component, not 6 ` - building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mire k' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the _ r r •1 W r' .V + �.. U 4` .r T S- 1R. Q ... P `O N M - 4x70 11 2x8 II j 2x8 11 4x10 II 1 .. . 11-11-0 Citrus Heights, CA 95610 - 11-11-0 A • i C 3.5 I I� B. E ® Design valid for use only with MtfekS connectors. This design is based only upon parameters shown, and Is for an individual building component, not 6 ` - building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mire k' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the _ r r •1 W r' .V + �.. U 4` .r T S- 1R. Q ... P `O N M - 4x70 11 2x8 II j 2x8 11 4x10 II 1 .. . 11-11-0 Citrus Heights, CA 95610 - 11-11-0 • ' r LOADING (psf) ' ' SPACING- 2-0-0 CSI., DEFL. in (loc) I/deft L/d PLATES GRIP TCLL - 30.0 ++ (Roof Snow=30.0) 0.0) Plate GripDOL 1.15 '- TC 0.86 , ' Vert(LL) � . 0.07 L n/r 120 - r MT20 220/195 - TCDL z Lumber DOL 1.15 BC 0.07 �•„ Vert(TL) -0.03 L n/r •• 120 ^ 1' BCLL 0.0 " Rep Stress Incr YES r WB 0.21 Horz_ (TL) -0.00 M n/a n/a 4 , • BCDL -. 10.0% Code IBC2012/TP12007 (Matrix) Weight: 67 Ib FT = 20% LUMBER- f BRACING - TOP CHORD 2x4 DF No.1&Btr G h, TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No. 1&Btr G " end verticals. WEBS 2x4 DF Stud/Std G - BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. I ' 'OTHERS ` 2x4 DF Stud/Std G + - r • MiTek recommends that Stabilizers and required cross bracing _ / r • ( be installed during truss erection, in accordance with Stabilizer + r Installation guide. REACTIONS. All bearings 11-11-0. ; ' (Ib) -'Max Horz W=-84(LC 6) " 4 • Max Uplift All uplift 100 Ib or less at joint(s) O, P, Q, V, U, T, S except W=-144(LC 16), M=-108(LC 11), ; ' 4=-519(LC 16) " Max Grav All reactions 250 Ib or less at joint(s) W, R, N, O, P, Q, V, U. T, S except M=838(LC 16) FORCES. (lb) -'Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. r TOP CHORD K -M=-771/120 + v BUTTE COUNTY WEBS J -N=-58/475 Y BUILDING ®iVISION NOTES- (15) ' 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 ELJ ` + (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 ���� 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry ' Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. "t 5) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. t .. _ ()FESS/O/`/q 7) Gable requires continuous bottom chord bearing. Truss Q ONTO 8) to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 9) Gable studs spaced at 1-4-0 oc. This other 10) truss has been designed for a 10.0 psf bottom chord live load nonconcur7ent with any live loads. CC/ 11) . 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 J 0 C 7642 $ 7 fit between the bottom chord and any other members. f Cr .T 12) A plate rating reduction of 20% has been applied for the green lumber members. r 13) Provide withstanding Q EXP. 12/3112016 ^� mechanical connection (by others) of truss to bearing plate capable of 100 lb uplift at joint(s) 0, P; Q, V, U, T, S except (I=1b) W=144, M=108, N=519. * y 14) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis_ and design of this truss. 15) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. T C V )L f TFOFCAI� .r March 21,2016 WARNING'. VerW design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MI -7473 rev. 11103n015 BEFORE USE. ' Design valid for use only with MtfekS connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall r ` - building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mire k' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the _ fabrication. storage. delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSO -89 and BCSI Building Component �' 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. ! - .. Suite 109 , Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Avila TOLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP 846656952 I 1603-024 E01 California Girder 1 1 Lumber DOL 1.15 BC 0.47 Vert(TL) -0.15 G -H >999 180 BCLL 0.0 ' Rep Stress Incr NO Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 2105:22:18 2016 Pa e 1 ID:VKctW t_rgOkNgU KuzQBjsEzd 13w-NXPszYV U04H4HMj9Zh2KMvGU9THmOonSdQ?jCzYnQ3 -JJ .8.0 5$-12 0-4-1 3-4-10 1 5$-12 11-0 Scale = 1:31.1 5x10 = 4x10 = A cxv 1. °xa SKH24R NAILED Special SKH24L Plate Offsets (X,Y)- [B:0-3-6,0-2-1] [C:0-5-0,0-1-41, [D:0 -5 -0 0 -1 -41 [E:0 -3 -6.0 -2 -el LOADING (psf) TOLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.65 Vert(LL) -0.08 G -H >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.47 Vert(TL) -0.15 G -H >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.24 Horz(TL) 0.05 E n/a n/a Code IBC2012ITP12007 (Matrix -M) Weight: 74 Ib FT = 20% BCDL 0 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=1568/0-5-8, E=1552/0-5-8 Max Horz B=-57(LC 49) Max Uplift B=-261 (LC 10), E=-256(LC 11) Max Grav B=1920(LC 29), E=1903(LC 29) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-13 oc pudins. 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 -C=-3227/478, C -M=-2638/436, M -N=-2631/434, D -N=-2622/432, D -E=-3084/451 BOT CHORD B -H=-395/2797, H -P=-396/2772, P -Q=-396/2772, Q -R=396/2772, G -R=-396/2772, E -G=-332/2632 WEBS C -H=0/456, C -G=-283/76, D -G=0/553 BUTTE COUNTY BUILDING DIVISION NOTES- (17) 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; WA(FRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip D L 1) P R 2) TCLL: ASCE 7-10; Pf=30.0 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 30.0 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.��F ESS/0 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 q\ -k C 76428 -7 M EXP. 12/3112016 tri cjvi�_ �rFOF CAI.\F •: 1 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) except (If=1b) B=261 E=256. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Use USP SKH24R (With 16d nails into Girder & NASID nails into Truss) or equivalent at 5-10-15 from the left end to connect truss(es) to back face of bottom chord, skewed 45.0 deg.to the right, sloping 0.0 deg. down. 12) Use USP SKH24L (With 16d nails into Girder & NA913 nails into Truss) or equivalent at 9-5-1 from the left end to connect truss(es) to back face of bottom chord, skewed 45.0 deg.to the left, sloping 0.0 deg. down. 13) Fill all nail holes where hanger is in contact with lumber. 14) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 473 Ib down and 176 Ib up at 5-8-8, and 230 Ib dawn and 117 Ib up at 7-8-0, and 473 Ib down and 176 Ib up at 9-4-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. Mnrrh 71 701A ® WARNING - VerHy design parameters and READ NOTES ON THIS AND INCLUDED 64TEK REFERENCE PAGE 681.7473 rev. 10/01!1016 BEFORE USE. Design valid for use only with M7ek® connectors. This design Is based only upon parameters shove, and Is for an individual building component, not • a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII QualBy CrIterla, DS8•89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss QtyPly;Avile FsT.y.p 848856952 180E01,der 1 1 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA - 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mer 2105:22:19 2016 Page 2 ID:VKctW1 rgOkNgUKuzQBjsEzdl3w-Dh5n4JZ8FJC8hRxvjHCHsaSREZpWVr2xhH9YFezYnQ2 NOTES- (17) 16) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 17) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard " 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -C=-80, C -D=-80, D -F=-80, B -E=-20 Concentrated Loads (lb) Vert: C=-331 M=-159 N=-331 P= -245(B) 0=-36(B) R= -245(B) Job Truss QtyPly;Avile FsT.y.p 848856952 180E01,der 1 1 Job Reference (optional) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE MI -7473 rev, 10/07/2016 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component. not • a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII pualily Criteria, DSB-89 and BCSI Buflding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. - Suite 109 Citrus Heights, CA 95610 ,lob Truss Truss Type Qty Ply Avila a truss system. Before use, the building designer must veriy, the applicability of design parameters and property Incorporate this design Into the overall TOLL 30.0 R46856953 16o3024 E02 Common 5 1 Plate Grip DOL 1.15 TC 0.22 Vert(LL) -0.04 H -K >999 240 MT20 220/195 TCDL 10.0 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Man Mar 21 05:22:19 2016 Page 1 ID:VKctWt_rgOkNgUKuzQBjsEzdl3w-Dh5n4JZ8FJC8hRxvjHCHsaSY1ZsSVrlxhH9YFezYnQ2 -1-8-0 4.1-4 7-0-0 11.2-12 15.4.0 18.10.0 1 o 41-4 - 1 12 3$-12 4-1-4 Scale = 1:30.1 4x4 = 4xa — 3x5 3x5 I$ Plate Offsets (X,Y)— [B:0 -2-10,0-1-8),[F:0-2-10,0-1-8) R Design valid for use only with MOek® connectors. This design is based only upon parameters shown, and is for an individual building component, not[, LOADING (psf) a truss system. Before use, the building designer must veriy, the applicability of design parameters and property Incorporate this design Into the overall TOLL 30.0 SPACING- 2-0-0 CSI. DEFL.- in (loc) I/deft Ud PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.22 Vert(LL) -0.04 H -K >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.28 Vert(TL) -0.12 H -K >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.20 Horz(TL) 0.02 F n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 64 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=887/0-5-8, F=887/0-5-8 Max Horz B=74(LC 10) Max UpliftB=-95(LC 10), F=-95(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD B -C=-1201/132, C -D=-894/85, D -E=-894/85, E -F=-1201/133 BOT CHORD B -H=-117/1022, F -H=-45/1022 WEBS D-H=0/451,"E-H=-395/140, C -H=-395/140 NOTES- (10) Wind: BU ! T(�E� COUNTY' � 1) nd: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS LDI1 VG DIVISION V (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DO-L=Ac33 2) Unbalanced ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Exp C; Partially Exp.; Ct= 1 APPROVED 3) Unbalanced snow loads have been considered for this desisi gn. 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 30.0 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. �pFESSIQ/V4 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, F. OQ N I 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. :` �O 0 2 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co.Q� yCC,P C� J C-) C 76428 z • ro * c EXP. 12/31/2016 m T9T CIV1'l- FOFCAI. March 21,2016 ®WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERENCE PAGE AGI -7479 rev. 1010312015 BEFORE USE, R Design valid for use only with MOek® 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 veriy, the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Intorma8on available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply Avila 846856954 I 1603-024 E03 COMMON GIRDER 1 2 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 Is Sep 29 2015 MITek Industries, Inc. Mon Mar 21 05:22:212016 Page 1 ID:VKclW1 rgOkNgUKuzQBjsEzdl3w-94CXV?aOmxSrxl5lgiElx?XoENNdzd3D8befKWzYnQO -1-8-0 4-1-4 7-8-0 11-2-12 15-4-g 3. 8.12 3-8-12 4-1-4 Scale= 1:30.0 4x6 II 4XIZ — 3X1V II axe — JX1V It 4XIZ HUS26 HUS26 I 4-1.4 7.8-C 11.2-12 15-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.62 Vert(LL) -0.11 G -K >999 240 MT20 220/195 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.94 Vert(TL) -0.22 G -K - >836 180 TCDL 10.0 Rep Stress Incr NO WB 0.72 Horz(TL) 0.07 F n/a n/a BCDL BCLL 0.0 ' 0 Code IBC2012/TP12007 (Matrix -M) Weight: 155 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-9-12 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 *Except* D -H: 2x4 OF No.2 G REACTIONS. (Ib/size) F=6029/0-5-8, 6=3332/0-5-8 Max Harz B=86(LC 46) Max UpliftF=-735(LC 41), B=-679(LC 38) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-6879/1319, C -N=-5967/869, D -N=-5927/730, D -E=-5991/882, E -F=-9804/1361 BOT CHORD B -I=-1204/6097, 1-0=-853/6097, H -O=-690/6097, H -P=-584/8779, P -Q=-784/8779, G -Q=863/8779, G -R=-979/8779, R -S=-1175/8779, F -S=-1182/8779 WEBS D -H=-386/4995, E -H=-4053/267, E -G=-109/3270, C -H=-953/187, C-1=46/608 BUTTE COUNTY O 1e°1, TY NOTES. (16) BUILDING DIVISION 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: BUILDING Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. APPROVED � �� ,.. Bottom chords connected as follows: 2x6 - 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=30.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 1 Q pFESS/ON 5) Unbalanced snow loads have been considered for this design. '9 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 30.0 psf on overhangs��P�(Q N 10 � F2 non -concurrent with other live loads. y �Gj C� 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 U C 764 8 m fit between the bottom chord and any other members. .l Q Z 7D 9) A plate rating reduction of 20% has been applied for the green lumber members. 0 ZE 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 0=1b) F=735, EXP. 12/31/2016 m B=679. 11) This truss has been designed for a total drag load of 1500 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 15-4-0 for 97.8 plf. J C 0- 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. q 13) Use USP THD26-2 (With 16d nails into Girder & 1 O nails into Truss) or equivalent at 6-1-9 from the left end to connect truss(es) to OFCAL front face of bottom chord. 14) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 8-0-12 from the March 21,2016 12 to connect truss es to front face of bottom chord. ®WARNING - veMly design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE MVI -7473 rev. 10/73/2015 BEFORE USE. R Design valid for use only with MTek® connectors. This design is based only upon parameters shown" and is for an individual building component. note a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage" delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria, VA 22314. Suite 109 Citrus 11% hts CA 95610 BUTTE COUNTY BUILDING DIVISION APPROVED ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED A07EK REFERENCE PAGE 551-7473 rev. 10/02015 BEFORE USE. Truss Truss Type Qty Ply Avn JJob building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' 1 846856954 �Job BUTTE COUNTY BUILDING DIVISION APPROVED ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED A07EK REFERENCE PAGE 551-7473 rev. 10/02015 BEFORE USE. Truss Truss Type Qty Ply Avn JJob building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 846856954 �Job fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 1603-024 E03 COMMON GIRDER Suite 109 2 Reference optional)' tionalSYSTEMS Citrus Hei hte CA 95610 SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mer 2105:22:212016 Page 2 ID:V KctW t_rgOkNgUKuzQ BjsEzd 13w-94CXV?aOmxSrxl5lgiElx?XoENNdzd3DBbefKWzYn00 =; NOTES- (16) 15) Fill all nail holes where hanger is in contact with lumber. 16) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -D=-80, D -F=-80, &F=-20 ` Concentrated Loads (Ib) Vert: 0=-1528(F) P= -1175(F) Q= -1219(F) R= -1782(F) S= -2003(F) BUTTE COUNTY BUILDING DIVISION APPROVED ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED A07EK REFERENCE PAGE 551-7473 rev. 10/02015 BEFORE USE. R Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design into the overall s building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Informallon available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus Hei hte CA 95610 Job Truss Truss Type Qty Ply Avila a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall TCLL 30.0 ii�.i■i SPACING- R46856955 1603.024 G1 MONO TRUSS 1 1 Plate Grip DOL 1.15 TC 0.13 Vert(LL) -0.01 E -G >999 240 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA A 7.640 a Sep 29 2015 MiTek Industries, Inc. Mon Mar 21 05:22:22 2016 Page 1 ID:VKclW1 rgOkNgUKuzQBjsEzdl3w-eGmviLbOXEaiZvgUOPI UC44gmw3iEvNNFOCszzYnQ? 3-54 2-6-12 3x4 = 4x4 = Scale = 1:20.2 LOADING (psi) * Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for on Individual building component, not �8�• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall TCLL 30.0 ii�.i■i SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.13 Vert(LL) -0.01 E -G >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.10 Vert(TL) -0.01 E -G >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.11 Horz(TL) 0.00 D n/a n/a Code IBC2012ITP12007 (Matrix -M) Weight: 31 Ib FT = 20% 00 LUMBER- BRACING - TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) A=346/0-3-8, D=351/Mechanical Max Horz A=111(LC 7) Max UpliftA=-52(LC 10), D=-83(LC 10) Max Grav A=354(LC 16), D=383(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD A -B=-456/75 BOT CHORD A -H=-80/385, E -H=-80/385, E -I=-80/385, D -I=-80/385 WEBS B-D=469/130BUTTE COUIhw p NOTES - Wind ASCE(12) 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS®DI LDI I G 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 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 APPROVED 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 1-0.0 wide will fit between the bottom chord and any other members. �� E S$� ^/q 6) A plate rating reduction of 20% has been applied for the green lumber members. F 0 7) Refer to girder(s) for truss to truss connections. Q 4 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A, D. �(`� ��ON IO h, F2C 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. = Q' F,PA 1 10) "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. CCi `i 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) Or back (B).J Q C 76428 Z n 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. fy LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -D=-20, A -C=80 Concentrated Loads (lb) Vert: H= -56(B) 1=56(B) *` � EXP. � 31 /201 1sT C(V►I,_ �FOF C AL March 21,2016 ® WARNING - Ve ft design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03/2016 BEFORE USE * Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for on Individual building component, not �8�• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall ii�.i■i building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 i Job Truss Truss Type Qty Ply Avila 1.15 TC 0.36 ' Lumber DOL 1.15 - 846856958 1603024 H1 Rafter 1 1 Code IBC2012/TPI2007 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 21314. - (Matrix -M) BCDL 10.0 Job Reference (optional) IM s be? e Ztl ZVIb mil eK Ina Usines, Inc. mon mar zl ub:'z'z:21 ZUlb Ya 0 1 ID:VKctW1_rgOkNgUKuzQBjs zd13w_Eaol2f9MnD7fgYRByLABGnusnelNVg6XX5z 4YnPw 7-5-0 LOADING (pso SPACING- - 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.15 TC 0.36 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.00 BCDL 10.0 Rep Stress Incr YES . WB 0.00 BC0.0 ' Code IBC2012/TPI2007 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 21314. - (Matrix -M) BCDL 10.0 Citrus Hei Ms CA 95610 LUMBER - TOP CHORD 2x4 DF No.18Btr G A -11-S .S_1_n . 7_S_n Scale= 1:14.9 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) 0.01 B -C >999 240 Vert(TL) 0.01 B -C, >999 180 Horz(TL) 0.00 C n/a n/a Weight: 11 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) A=100/Mechanical, B=92/0-2-2, C=396/0-7-6 Max Horz A=-108(LC 7) Max UpliftA=-5(LC 11), B=-42(LC 11), C=-201 (LC 7) Max Grav A=122(LC 17), B=126(LC 17), C=399(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (11) COUNTY 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 �UTTE rV' (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=30.0 psf (Flat roof snow); Category ll; Exp C; Partially Exp.; Ct= 1 1-4 � �� I DIVISION � 1®ff� i 3) Unbalanced snow loads have been considered for this design. ! 1 V 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will P P tl E fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) B. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, B except (jt=lb) C=201. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) B, C. �OF 0 ESSI Nq 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. O N IO J C 76428 D: 0er. * EXP. 12/31/2016 m I< - OF CALX ' March 21,2016 ® WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 1191-7473 rev. 10(03,2016 BEFORE USE. Design valid for use ony with Mrrek9 connectors. This design is based only upon parameters shown, and k for on individual building component, not �- a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated h to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MIT®k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 21314. - Suite 109 Citrus Hei Ms CA 95610 Job. Truss Truss Type Qty Ply Avla LOADING (psf) a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall R46856957 1603.024 H02 DIAGONAL HIP GIRDER 2 i SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MITek Industries, Inc. Mon Mar 2105:22:23 2016 Page 1 ID:VKctW]_rgOkNgUKuzQBjsEzdl3w-6SKlwhcelYiZA2Egy6GD1Qd6?AFzRfl Wcv710PZYnQ_ 2V4-5-8 8-4-5 2-6.0 4-5-8 3-10-13 Scale = 1:21.2 Plate Offsets (X,Y)— [B:0-3-1,0-1-81 ®WARNING - Verify design Parameters end READ NOTES ON TN/S AND INCLUDED WTEK REFERENCE PAGE MI -7473 rev. 10/03,2015 BEFORE USE. Design valid for use only With Mnek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not LOADING (psf) a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M�l'ek� Is always required for stability and to prevent collapse vvith possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and trusssystems. see ANSI/IPII Quality Criteria, DSB-89 and SCSI Building Component TCLL 30,0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP (Roof Snow=30,0) Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.01 F >999 240 MT20 220/195 TCLL 10.0 Lumber DOL 1.15 BC 0.18 Vert(TL) -0.03 E -F >999 180 BOLL 0.0 ' Rep Stress Incr NO WB 0.24 Horz(TL) 0.01 E nla n/a acnl inn Code IBC2012ITP12007 (Matrix -M) Weight: 38 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud/Std G BOT CHORD REACTIONS. (Ib/size) B=687/0-7-6, E=433/Mechanical Max Horz B=138(LC 9) Max UpliftB=-185(LC 6), E=-84(LC 10) Max Grav B=711(LC 17), E=493(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -J=-766/103, C -J=-671/111 BOT CHORD B -L=-138/679, F -L=-138/679, F -M=-138/679, E -M=-138/679 WEBS C -E=-740/161 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (13) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat.[]; 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=30.0 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 19.8 psf or 2.00 times flat roof load of 30.0 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) E except 0=1b) B=185. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) "NAILED" indicates 3-1Od (0.148"xW) or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 COUNTY BUILU►NG DiV S p! oQ90ESS10A144 ON10 J Q C 76428�Z�� Cr 1 EXP. 12/31/2016 s� C1V1%_ �P �FOFCAO. 0� nnnrrh 71 7111R ®WARNING - Verify design Parameters end READ NOTES ON TN/S AND INCLUDED WTEK REFERENCE PAGE MI -7473 rev. 10/03,2015 BEFORE USE. Design valid for use only With Mnek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not �• a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M�l'ek� Is always required for stability and to prevent collapse vvith possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and trusssystems. see ANSI/IPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 Job, Truss Truss Type t �v Qty PlyTAvb1I8 .R46856957 1603024 ♦ H02 DIAGONAL HIP GIRDER 2. Vert: A -D=-80, E -G=-20 _Reference o tional • -" SYSTEMS PLUS LUMBER CO, ANDERSON, CA r _ ® r " 4 �' - * 1 _ 7.640 s Sep 29 2015 Mrrek Industries, Inc. Mon Mar 2105:22:23 2016 Page 2 J, ID:WctW1_rgOW UKuzQBjsEzdl3w-6SKlwhcelYiZA2Egy6GD1Qd67AFzRflWcv7lOPzYnQ_ _ LOAD CASE(S) Standard r Uniform Loads (plf) T Vert: A -D=-80, E -G=-20 Concentrated Loads (1b) Vert: K= -38(F=-19, B=-19) L= -42(F=-21, B=-21) M= -18(F=-9, B=-9) , • ,. .. . i e i • f r n 14 5' • f•I L ti .y•, • F' _ -� ..� iti•t...' . ,y ^ 4 ♦4 � K .,. .. fir' s ► i " +r y 4-' v o f . i I7 f. Y • , t •�'{ J.r .1 ,i •, _ ': .! �. t , '' t jr ry j r•rM , i - ! i .. y 1 1.4 •. ,- ' BUTTE COUNTY t SPILDING� WISIGN' Ap"'PROVED .. ! • f - - 1 WARNING. Verily design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE MI -7473 rev. 10/03/2015 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, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing, M )TBC is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the? ' Il . fabrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and SCSI Burlding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Suite 109 - - Citrus Hal hts CA 95610 Job Truss Truss Type Qty Ply Avila a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall I SPACING- 2-0-0 CSI. R48856958 1603-024 H2 Jack -Open 1 1 Plate Grip DOL 1.15 TC 0.45 Vert(LL) 0.01 E -H >999 240 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 2105:22:27 2016 Page 1 ID:V KctWt_rgOkNgUKuzQ BjsEzd l3w-_Eeol2f9MnD?fgYRByLABGnsRnadNVg6XX5zWAzYnPw -2-1-7 2-8-7 5-8-8 2.1-7 2.8.7 2.9.15 2.8.7 9-a-7 Scale = 1:15.8 I1 - LOADING (psf) - Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not Mal a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall TOLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.45 Vert(LL) 0.01 E -H >999 240 MT20 220/195 0.0 10.0 Lumber DOL 1.15 BC 0.26 Vert(TL) 0.00 H >999 180 BCDLL ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 B n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 15 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD BOT CHORD 2x4 DF Stud/Std G BOT CHORD REACTIONS. All bearings Mechanical except (jt=length) B=0-7-6. (lb) - Max Horz B=109(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) D, E, C except B=-100(LC 6) Max Grav All reactions 250 Ib or less at joint(s) D, E, C, C except B=428(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 2-8-7 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- (12) 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; M FRSgTTE ®u mw(envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL -=1:33!1I NJ 2) TCLL: ASCE 7-10; Pf=30.0 psf (Oat roof snow); Category Il; Exp C; Partially Exp.; Ct= 1 BUILDING DIVISION 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.8 psf or 2.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. � ,/'��V9 ;► !ifs E 5) This truss has been designed fora 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) D, E, C except (j --lb) Q�- ESS/0 . B=100. 10) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) C.�(`� �(ON10 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. tV C 76428 z * EXP. 12/31/2016 civit- T�rFOFCA_VFo March 21,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MI -7079 rev. 10/03/2016 BEFORE USE. - Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not Mal a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members any. Additional temporary and permanent bracing is MiTek' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Cd erio, DSO -89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. .. 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 fill. • - - SYSTEMS PLUS LUMBER CO, : • ANDERSON, CA r t 7.640 s SeFP 29 2015 Mrrek Industries, Inc. Mon Mar 2105:22:23 2016 Pagge 1 • I ID:VKctWt rgOkNgUKuzQBjsEzdl3w-6SKlwhcelYiZA2Egy6GD1Qd67AFzRfwWcv7l8PzYnQ_ -2-6-0 - 4-4-12 P-8-0 _ T _ 4-4-12 r * .•9. - -' -.. 311-9 -'.y , -, t r i "i•. , ,. Scale 1:21.2 NAILED %NAILED , I } 4.24 12 +. -3x4 _ - +; • B A s '1 t , , _ • • NAILED 2x4 I I NAILED - - • 't ,' . 3x8 % NAILED - NAILED 3x4 = 4-4-12 ' - B-4-5 4-4-12 411-4 t 'Plate Offsets (X,Y)- [B:0-3-1;0-1-8) LOADING (psfl +I- SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 (Roof Snow=30 0) Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.01 F >999 240 MT20 220/195 `• TCDL 10.0 Lumber DOL - 1.15. BC 0.18 Vert(TL) -0.03 E -F >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.25 ` Horz(TL) 0.01 E n/a n/a - BCDL 10-0 Code IBC2012/TPI2007 (Matrix -M) ' r Weight: 38 lb FT = 20% !+LUMBER- ' . 1 i ! BRACING - TOP CHORD 2x4 OF No.1&Btr G + + .. TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, 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 oc bracing. MiTek recommends that Stabilizers and required cross bracing j ti • be in during truss erection, in accordance with Stabilizer ' Installation uide. .REACTIONS. (Ib/size) 'B=687/0-7-6; E=433/Mechanical ? • Max Horz B=138(LC 9) a ' ` - Max UpliftB=185(LC 6), E=-84(LC 10) r Max Grav 6=71O(LC 17), E=494(LC 17) t FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. + COUNTY �'TY TOP CHORD 8-J=-7751105, C -J=-6821113 , * N i Y 0 ] BOT CHORD B -L= -140/689,F -L -140/689,F -M= -140/689,E -M=-140/689 r Bul�pI�G [��`�/��/">�g WEBS C -E=-747/163 w ' `J D VV ON NOTES- (13) e� `��` s. 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 . NNN ��� . (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=30.0 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 19.8 psf or 2.00 times flat roof load of 30.0 psf on overhangs }� non -concurrent with other live loads. t ' 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' 4 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 1-0-0 wide will SOF ESSIOIV ' fit between the bottom chord and any other members. COQ ON'O ~ ' 7) A plate rating reduction of 20% has been applied for the green lumber members. ' .'3 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) E except (jt=lb) 8=185. J �, C 76428 z ;D 10) "Semi-rigid pitchbreaks'with fixed heels" Member end fixity model was used in the analysis and design of this truss. r \ X 0 11) "NAILED" indicates 3-1Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. Q EXP. Z/31/ZO16 m 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). * �y 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOADCASE(S) Standard •, . t ' t ' Li C(VlL ' 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 %9r (tL FOFCAL�F� Job •. IVI GIIa i L I,LV 10 f ®WARNING - VeMy, design parameters and READ NOTES ON THIS AND INCLUDED ag1EK REFERENCE PAGE M101.7473 rev. f0/03/2015 BEFORE USE. •" - � _ Design valid for use only w(ih MiTek®connectors. This design is based only upon parameters shown, and is for an (ndivldual building component, not . a truss system. Before use. the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall ��-, • ,' building design. Bracing Indicated is to prevent buckBng of Individual truss web and/or chord members any. 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 r MiTek' , , 'fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/71`I1 Quality Criteria, DSB-89 and BCS/ Building Component 7777 Greenback Lane _ Safety Information, available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22„14. Suke 109 � ' Carus Heights, CA 95610 Truss Truss Type 1 PlyAvila•R56959 { 7., 603024 H04 DIAGONAL HIP GIRDER 1 ' • - - Job Reference (optional) Job f Truss - Truss Type Qty ` Ply Avila _ R46856959 1603024 r r HO4 DIAGONAL HIP GIRDER 1 - r_ LOAD CASE(S) Standard t Job Reference (optional) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTIEK REFERENCE PAGE 1191.7473 rev. 10/07/2016 BEFORE USE.. ' Design valid for use only vAth MiTeW& connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use. the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall'' .1.�• building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - M ITek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ••. fabrication, storage. delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality CdBedo,. DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 r • SYSTEMS PLUS LUMBER CO, ANDERSON, CA 1_. x .. - 7.640 s Sep 29 2015 MITek Industries, Inc. Mon Mer 2105:22:23 2016 Page 2 ID:VKctW1 rgOkNgUKuzQBjsEzdl3w-6SKlwhcelYiZA2Egy6GD1Qd67AFzRfwWcv7IOPzYnQ_ LOAD CASE(S) Standard t . Uniform Loads (plf) ' "r ,' r . Vert: A -D=-80, E -G=-20 .:• Concentrated Loads (Ib) ,.,� ' ♦ ; Vert: K= -38(F=-19, B=-19) L= -42(F=-21, B=-21) M= -18(F=-9, B= -g) ,. , • 1 1jT e r�7 C.. � � ♦ �' t• ' r I. � - ' � ti l UT DIVISION BUILDING t. ,r. 'it ir AP i � r f ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTIEK REFERENCE PAGE 1191.7473 rev. 10/07/2016 BEFORE USE.. ' Design valid for use only vAth MiTeW& connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use. the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall'' .1.�• building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - M ITek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ••. fabrication, storage. delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality CdBedo,. DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 r Job • Truss, Truss Type Qty - - • [!y_____7_FFvI1a ` R46856960 1603-024H06 ,. DIAGONAL HIP GIRDER a ,,, 2 11 1 '• - c Job Reference (optional) STS 1 CM3 PLUS LUM0tK UU, MUCKSUN, UA • • .. , W1.640 5 5Bp 29 2015 MITek Inaustnes, Inc.' Mon Mar 21 05:72:242015 Page 1 ID:VKctW1_rgOkNgIJKuzQBjsEzdl3w-afug70cG3sgQoCptVgoSZd9H]abvA6LggZtJwrzYnPz r • - 2$0' . ' - 1. 4-4-12 c -F ti - - 3-11-9 s 0.2- 2-1-14 c Scale = 1:25.8 4x4 II - 4.24 12 - r' � :. { .• ' NAILED � • - 1r - . 1. a. .3x4 L K _ o 4. 4k' '.•3x8 = NAILED 2x4 II .: NAILED. (• 3x4 = . NAILED - 'NAILED" _ .. 4-4-12 - 84-5 • I ., Plate Offsets (X Y)- [B:0-8-0,0-0-81, [D:0-2-0,0-1-121 LOADING (psf)SPACING- 2-0-0 CSL DEFL.. in (loc) ' I/defl Ud PLATES GRIP TCLL (Roof Snow=30.0) , Plate Grip DOL' 1.15 TC 0.73 Vert(LL) _ 0.01 G -J >999 240 MT20 220/195 Lumber DOL 1:15 BC 0.14 . Vert(TL) -0.03 F -G � >999 180 TCDL 10.0 Rep Stress Incr NO ' r WB "0.18. Horz(TL) 0.01 - • 'F' . n/a n/a BCLL 0.0 ' BCDL 00 ,;Code IBC2012/TPI2007 (Matrix -M) Weight: 41 Ib FT = 20% LUMBER- Y BRACING• t , s TOP CHORD2x4 OF No.1&Btr G : `' 4 vTOP CHORD, Structural wood sheathing directly applied or 6 0 0 oc purlins, except r , BOT CHORD 2x4 DF No.1&Btr G. end verticals.. Ky WEBS 2x4 DF Stud/Std G ' '' BOT CHORD_ Rigid ceiling directly applied or 6-0-0 oc bradng. r MiTek recommends that Stabilizers and required cross bracing 1 + _ , be installed during truss erection, in accordance with Stabilizer Installation guide: r I REACTIONS. (Ib/size) D=412/0-2-2, B=652/0-7-6, F=238/Mechanical rt ' t Max Horz B=172(LC 7) • ' , rt :: `. ' 4. ,' Max UpliftD=-149(LC 7), B=-162(LC 6), F=-22(LC 10) ; • ,' t 1iL y Max Grav D=557(LC 17), B=652(LC 17), F=238(LC 1) i FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. -C=-567/36TOPCHORD B BUTTE 00U NT/ i BOTCHORD, B -M=-79/485, G -M=-79/485, G -N=-79/485, F -N=-791485 �' a BUIDI1 V` ®�s ,����� , WEBS C -F=-526/112 (may` V i NOTES- (16) f • ., 1) Wind: ASCE 7-10; VuIt=110rnph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS OV D • (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DO 1L3 P 2) TCLL: ASCE 7710; Pf=30.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 1 IF 3) Unbalanced snow loads have been considered for this design. ' 4) This truss has been designed for greater of min roof live load of 19.8 psf or 2.00 times flat roof load of 30.0 psf on overhangs t non -concurrent with other live loads. r 5) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with an other live loads y 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 9,0FESSICNq fit between the bottom chord and any other members. '- Q 7) A plate rating reduction of 20% has been applied for the green lumber members.ON IO y F2 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 10616 uplift at joint(s) F except (jt=1b) J C' 76428 Z D=149; B=162. cr O 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) D. % 4 EXP. 12/31/2016 m 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. r 13) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 14) "NAILEW,indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details referto MiTek's ST -TOENAIL Detail. 15) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). r j CIV 1\- 16) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOADCASE(i) Standard ` 1 a - F�FCAI. Unwin 71 91)11, I ' ' ® WARNING - Veft design parameters and READ NOTES ON THIS AND INCLUDED 09TEK REFERENCE PAGE MI -7473 rev. 10/03/2016 BEFORE USE. Design valid for use only with MTekO connectors. This design Is based only upon parameters shown, and is for on Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the , fabrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Cdteda, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. r SuBe 109 - Citrus Hai Ms CA 95610 I Job Truss Truss Type Qty Pty Avila building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 846858980 1603.024 H06 DIAGONAL HIP GIRDER 2 1 Suite 109 Citrus Heights, CA 95610 Job Reference (optional) 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 -D=-80, D -E=-80, F -H=-20 Concentrated Loads (lb) Vert: L= -19(F) M= -42(F=-21, B=-21) N= -18(F=-9, B=-9) 7.640 s Sep 29 2015 Mlrek Industries, Inc. Mon Mar 2105:22:24 2016 Page 2 ID:VKctW1 _rgOkNgUKuzQBjsEzd 13w-afug7OcG3sgQoCptVgoSZd9H IabvA6LggZtJwrzYnPz BUTTE. CiDUNTY 13UII DING DiVISI10N.- Ap\]® ® WARNING - Verffy design pammerers and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE MI-7473rev. 101092015 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, not a truss system. Before use. the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/71`11 Quality Criteria, DSB-89 and BCSI BuOding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type • • . Ply- wee • F i t, • • building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 846856961 1603024 H07 . DIAGONAL HIP GIRDER '? � JQty 1 • 7777 Greenback Lane L � •• - ` - - Citrus Heights, CA 95610 Job Reference (optional) ' ° ! SYSTEMS PLUS LUMBER CO, ANDERSON, CA + 7.640 s Sep 29 2015 Mrrek Industries, Inc. Mon Mer 2105:22:25 2016 Page 1 r w • }5 '; ID:VKclW1_rgOkNgUKuzQBjsEzdl3w-2rS2LMduggyHQM033XJi6riSVykva9p3DCSSIzYnPy -2-6-0 . r 2-11.12 1 55-8-6 -+ r - 2-6.0 `t 2-11-12' 2.6.10 •` Scale=1:19.6 • ` � ty• .• k,- ., `� , r 2x4'11 a•F ' N• . - r 'f + `' }• 4.24 12 1 na •1 .t , ,� 1 D 3x4�. 4 • . F ` , G^ 5-i 4, ' ..• `� ' F A' t _ k. f 2x4 - i A . 3x6 = °' NAILED •'� i 3x4 = + NAILED * . 2-11-12` a ` m.. • 5-6.6 « • ' 9-11-12 � 9$10 Plate Offsets (X,Y)- [B:0-8-0.0-0-8) LOADING (psf) SPACING- 2-0-0 CSI: DEFL. in (loc) Weill' L/d PLATES GRIP TCLL 30.0 f: ' ' (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.73, Vert(LL) 0.01 G -J >999 240 MT20 220/195 -TCDL 10.0, Lumber DOL 1.15 BC- 0.10 Vert(TL) 0.01' ,G »>999 180 ` BCLL 0.0 ' r Rep Stress Incr NO WI3 . 0.08 Horz(TL) .•-0.00 F n/a t t n/a BCDL 10.0 Code IBC2012/TPI2007 - (Matrix -M) s" . Weight: 29 Ib FT = 20% LUMBER- BRACING- TOP CHORD. 2x4 OF No.1&Btr G k' '• • TOP CHORD Structural woad sheathing directly applied or 5-6-6 oc purlins, except BOT CHORD, 2x4 DF No.1&Btr G . i end verticals. WEBS 2x4 DF Stud/Std G T �' BOT CHORD , Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing r - , - - - • be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) B=492/0-7-6, F=460/Mechanical a. Max Hoa B=126(LC 25), Max Uplift B_ 139(LC 6), F=-118(LC 7) Max Grav B=495(LC 17), F=564(LC 17) p FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.' '7 i ° TOP CHORD D -F= 496/125 gUT`�'' COUNT NOTES- (13) f, • LJ I V l �I V 4 rM "'SLDING 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; IVIWFRS. (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip D0�33 ��®. /¢"' ,y 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1. a,PY fro". 3) Unbalanced snow loads have been considered for this design. _4) This truss has been designed for greater of min roof live load of 19.8 psf or 2.00 times_ flat roof load of 30.0 psf on overhangs - r non -concurrent with other live loads. • r d a 5) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other live loads. • e .'* 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. , �O SS N� 7) A plate rating reduction of 20% has been applied for the green lumber members. .''I w r FE /O 8) Refer to girder(s) for truss to truss connections. + OQ ONfo ( , 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) B=139, �� F=118. .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 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTeVs ST -TOENAIL Detail. ' U C 7642 $ - m 12) In the LOAD CASE(S) section; loads applied to the face of the truss are noted as front (F) or back (B). -t � Z 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ,. �(p, 12/31/2016 m "LOAD CASE(S)' Standard � � � ° 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15- Uniform Loads (plf) ` Vert: A -D= -80,'D -E=-80, F -H=20 T9T IV OFC r -fin -el nn nnna 'I ® WARNING - Verrfy design parameters and READ NOTES ON THIS AND INCLUDED MI TEK REFERENCE PAGE W1-7479 rev. 10/0.7/1016 BEFORE USE • *�*R - Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for on individual building component, not wee , a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MST®k' •• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component - • 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. „t, Suite 109 - - - r Citrus Heights, CA 95610 Job Truss Truss Typ Design valid for use any with MiTek® connectors. This design is based only upon parameters shown, and 6 for on individual building component, not FJ�{ a truss system. Before use. the building designer must verity the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1603024 H07 DIAGONAL wa is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Suite 109 . SYSTEMS PLUS LUMBER CO, ANDERSON, CA LOAD CASE(S) Standard Concentrated Loads (lb) Vert: G= -42(F=-21, B=-21) e Qty Ply Avila R46856961 HIP GIRDER 1 1 Job Reference (optional) 7.640 s Sep 29 2015 MITek Industries, Inc. Mon Mar 2105:22:25 2016 Page 2 ID:VKctW1 rgOkNgUKuzQBjsEzdl3w-2rS2LMdug9yHQM033XJi6riSVykva9p3DCSSIzYnPy i • r - r i BUTTE COUNTY . BUILDING DM aIGN APPROVED ® WARNING - Veft design parameters and READ NOTES ON THIS AND INCLUDED 110TEK REFERENCE PAGE iWI-7473 rev. 10/03,2015 BEFORE USE *R Design valid for use any with MiTek® connectors. This design is based only upon parameters shown, and 6 for on individual building component, not FJ�{ a truss system. Before use. the building designer must verity the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k' wa is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Suite 109 . Citrus Hal is CA 95610 Job � Truss Truss Type _ •. ,i Qty Ply Avila R46856962 1603.024 i NOB ,r DIAGONAL HIP GIRDER • ' 1 •, 1' ' Job Reference (optional) A. .. 3x8 — it 2x4 II .r • f 2.8-7 2-8-7 dale UTT5el5 A 7 — O.0 -o -V V -V -o LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def Ud PLATES GRIP - �. TCLL 30.0' Plate Grip DOL '1.15 TC 0.73 Vert(LL) p 0.01 F -I >999 240 MT20 220/195 . (Roof Snow=30.0) Lumber DOL 1.15 BC 0.14 Vert(TL) 0.01 F -I >999 180 , TCDL'• ' 10.0 Rep Stress Incr NO WB , 0.00 HOrz(TL) • -0.00 B n/a n/a BCLL -0.0 ' Cade IBC2012ITP12007 1(Matrix-M) • Weight: 20 Ib FT = 20% BCDL 0 LUMBER- '. BRACING. > TOP CHORD 2x4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-8-7 oc purlins, except - BOT CHORD 2x4 DF No.1&Btr G end verticals. 1 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. All bearings Mechanical except (jt=length) C=Mechanical, B=0-7-6, D=0-2-2. • t (lb) - Max Horz B=135(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) E, C, F, D except B=-113(LC 6) Max Grav All reactions 250 Ib or less at joint(s) E, C. F except B=512(LC 16), D=297(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. - (� t 1` E3UTTE COUNTY NOTES. (18) .,f ®I V �4d1�N N. 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� DING T - (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1 33'_ a 1 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= u + , • ' �� � \atl@� 3) Unbalanced snow loads have been considered for this design. ' a ED 4) This truss has been designed for greater of min roof live load of 19.8 psf or 2.00 times flat roof load of 30.0 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. • A } ' 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. '� - S 11 7) A plate rating reduction of 20% has been applied for the green lumber members. " Q�OF ESS�Q�q 8) Refer to girders) for truss to truss connections. o. '. 9) Refer to girder(s) for truss to truss connections. � - � • • 10) Provide mechanical connection (by others) of truss to bearing plate at joint(s) D. ONIO 11) Provide metal plate or equivalent at bearing(s) C to support reaction shown. _ • �- 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) E, C, F, D except RC1 �i s . Qt=lb) B=113. • '' V C 76428 13) Beveled plate or shim required to provide full bearing surface with truss chord at joints) D. w. * J of Z 14) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. �(p 2/31 /2016 m 15) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 16) "NAILED" indicates 3-10d (0.148•x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. t' _ • 17) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). , + .18) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. t , ., h • j T CIVIL ��\P _. LOADOFC k� CASE(S) Standard # c 4 March 21,2016 ®WARNING - verfly design Parameters and READ NOTES ON TNIS AND INCLUDED MrTEK REFERENCE PAGE W14473 rev. 10/032015 BEFORE USE. , Design valid for use only with MTek9 connectors. This design is based only upon parameters shown, and "e for an individual building component. not e�• , a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design Into the overall " Mal ' building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing fy,iTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the • r' + fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Qualify CAteda, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. , - l • • • Suite 109 Citrus Heights, CA 95610 •• SYSTEMS PLUS LUMBER CO, ANDERSON, CA - - 7.640 s Sep 29 2015 Mrrek Industries, Inc. Mon Mar 2105:22:26 2016 Page 1 ID:VKctW1 rgOkNgUKuzQBjsEzdl3w-W10QYieXbT581WzFdFgxe2EdFOHIe2byItMQ_kzYnPx 2-8-0 2.8-7 y 5.7-14 1 + , •� t I • •� .. ° , Scale = 1:22.0 Y . , • , •. ,. • ' - .. -i' -' (` NAILED �• - o :. i . 4.24 12N - .. _.. - - - _ ' . •- • - 3x5 ! l ' ^J •' , ". W c5 ` «1 ` A. .. 3x8 — it 2x4 II .r • f 2.8-7 2-8-7 dale UTT5el5 A 7 — O.0 -o -V V -V -o LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def Ud PLATES GRIP - �. TCLL 30.0' Plate Grip DOL '1.15 TC 0.73 Vert(LL) p 0.01 F -I >999 240 MT20 220/195 . (Roof Snow=30.0) Lumber DOL 1.15 BC 0.14 Vert(TL) 0.01 F -I >999 180 , TCDL'• ' 10.0 Rep Stress Incr NO WB , 0.00 HOrz(TL) • -0.00 B n/a n/a BCLL -0.0 ' Cade IBC2012ITP12007 1(Matrix-M) • Weight: 20 Ib FT = 20% BCDL 0 LUMBER- '. BRACING. > TOP CHORD 2x4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-8-7 oc purlins, except - BOT CHORD 2x4 DF No.1&Btr G end verticals. 1 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. All bearings Mechanical except (jt=length) C=Mechanical, B=0-7-6, D=0-2-2. • t (lb) - Max Horz B=135(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) E, C, F, D except B=-113(LC 6) Max Grav All reactions 250 Ib or less at joint(s) E, C. F except B=512(LC 16), D=297(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. - (� t 1` E3UTTE COUNTY NOTES. (18) .,f ®I V �4d1�N N. 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� DING T - (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1 33'_ a 1 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= u + , • ' �� � \atl@� 3) Unbalanced snow loads have been considered for this design. ' a ED 4) This truss has been designed for greater of min roof live load of 19.8 psf or 2.00 times flat roof load of 30.0 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. • A } ' 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. '� - S 11 7) A plate rating reduction of 20% has been applied for the green lumber members. " Q�OF ESS�Q�q 8) Refer to girders) for truss to truss connections. o. '. 9) Refer to girder(s) for truss to truss connections. � - � • • 10) Provide mechanical connection (by others) of truss to bearing plate at joint(s) D. ONIO 11) Provide metal plate or equivalent at bearing(s) C to support reaction shown. _ • �- 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) E, C, F, D except RC1 �i s . Qt=lb) B=113. • '' V C 76428 13) Beveled plate or shim required to provide full bearing surface with truss chord at joints) D. w. * J of Z 14) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. �(p 2/31 /2016 m 15) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 16) "NAILED" indicates 3-10d (0.148•x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. t' _ • 17) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). , + .18) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. t , ., h • j T CIVIL ��\P _. LOADOFC k� CASE(S) Standard # c 4 March 21,2016 ®WARNING - verfly design Parameters and READ NOTES ON TNIS AND INCLUDED MrTEK REFERENCE PAGE W14473 rev. 10/032015 BEFORE USE. , Design valid for use only with MTek9 connectors. This design is based only upon parameters shown, and "e for an individual building component. not e�• , a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design Into the overall " Mal ' building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing fy,iTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the • r' + fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Qualify CAteda, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. , - l • • • Suite 109 Citrus Heights, CA 95610 Jeb Truss Truss Type Qty Ply Avila R48B56962 1603.024 H08 DIAGONAL HIP GIRDER 1 1 Job Reference (optional) 20 5 MIT k I d tries Inc Mon Mar 2105:22:26 2016 Pa e 2 SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sepp 29 1 e n us ID:VKctWt_rgOkNgUKuzOBjsEzd13w-WlOQYieXbT58lWzFdFgxe2EdFOHle2byltM kzYnPx LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -C=-80, C -E=-80, F -G=-20 BUTTE C®UhI lIN TY BUILDING DIVISION ArrilllGva ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MI -7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for on individual building component, not . a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MST®k' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Crtteria, D5B-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. - Suite 109 Citrus Hei Ma CA 95610 Job Truss Truss Type - Qty Ply Avila TOLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud 846856963 I 1603.024 H09 Diagonal Hip Girder - 2 1 TCDL 10.0 Lumber DOL 1.15 BC 0.10 Vert(TL) -0.01 G -H >999 180 J t° Ci 76428 n BCLL 0.0 ' Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MITek Industries, Inc. Mon Mar 21 05:22:26 2016 Pagel ID:VKctW1_rgOkNgUKuzQBjsEzdl3w-W10QYieXbT581 WzFdFgxe2Ege01zelgyllMQ_kzYnPx 2-1-7 1-11-15 30-7 -- - 3-115 0.2- 1-5.6 2x4 II NAILED NAILED Scale = 1:25.9 _o d 1-11-15 5-0-8 8-4-5 1.11-15 3.0.7 3-3-15 _Plate Offsets (X,Y)— [B:0-1-0,Edge] [E:0-2-0,0-1-12] LOADING (psf) 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. TOLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.52 Vert(LL) -0.00 H >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.10 Vert(TL) -0.01 G -H >999 180 J t° Ci 76428 n BCLL 0.0 ' Rep Stress Incr NO WE 0.12 Horz(TL) -0.00 E n/a n/a Q EXP. 12/31/2016 m Code IBC2012/TP12007 (Matrix -M) Weight: 44 Ib FT = 20% BCDL 0 15) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 16) WARNING: Engineering is truss is fabricated by Systems Plus Lumber Co. T civil_ void unless OFIC LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-D-0 oc purlins, except BOT CHORD 2x4 DF No.t&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 quide. REACTIONS. All bearings 0-2-2 except (jt=length) B=D -7-6, 1=0-7-12, G=Mechanical. (lb) - Max HorzB=160(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) I, G except E=-108(LC 7), B=-108(LC 24) Max Grav All reactions 250 Ib or less at joint(s) G except E=402(LC 17), B=433(LC 16), 1=417(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD C -D=-364/18 BOT CHORD H -O=-52/306, G -O=-52/306 -WEBS C -I=-347/77. C-1-1=-21/279. D -G=-352(76 BUTTE COUNTY BUILDING DIvISION NOTES- (16) p p >i Wind: p�.�+\ v I.o.• AAAeee��� � 1) ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25tt; 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=30.0 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 19.8 psf or 2.00 times flat roof load of 30.0 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 wflh any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 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 lumber members. �pFESSIpN q OQ ONIO green 8) Refer to for truss to truss girders) connections. 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) E. l(/ 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) I, G except (jt=1b) J t° Ci 76428 n E=108,8=108. Z 70 cr 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) E. 12) "Semi-rigid fixed heels" Member fixity in the design this truss. Q EXP. 12/31/2016 m pitchbreaks with end model was used analysis and of 13) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 14) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MTek's ST -TOENAIL Detail. 15) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 16) WARNING: Engineering is truss is fabricated by Systems Plus Lumber Co. T civil_ void unless OFIC LOAD CASE(S) Standard March 71 gfNR ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED hWTl REFERENCE PAGE MI -7473 rev. taW/2015 BEFORE USE. �*• Design valid for use only with Mnek® connectors. This design is based only upon parameters shown, and is for an Individual buffing component, not Mal' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall iii` building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MITBk• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the , fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hel Ms CA 95610 Job.' _ Truss' Truss Type Oty Ply. Avila • .. • ! . +. • R48856963 1603-024 ►.' H08 •, Diagonal Hip Girder 2 - 1 " - ` 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Job Reference (optional) i a. a, wo wmocrt v .uvvcrtavrv, �h - " /.a4u s sep Le 2015 MI I eK Inoustnes, Inc. Man Mer 21 05:22:27 2o16 Page 2 , ID:VKctW1_rgOkNgUKuzOBjsEzdl3w- Eaol2fgMnD7fgYRByLABGnrOndCNUv8XX5zWAzYnPw • ! LOAD CASE(S) Standard ` 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 ' •Y , Uniform Loads (plf) Vert: A -E=-80, E -F=-80, G -J=-20 f Concentrated Loads (lb) ,Vert: M= -19(F) N=42(F=-21, B=-21) 0=-18(F=-9, B=-9) • r To • .d. _ .. .F BUTTE COUNTY I ... - r • Vit, ` ,.i .., BUILDING ,. L 1 � � DIVISION .. 4.. j ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE. *�*R Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not + - .' E](:] • ' a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing . 'A, - MiT®k• ' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, OSB -89 and BCSI Building Component •, r , 7777 Greenback Lane _ Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alezandda, VA 22314. - r Suite 109 CitrusHel hta CA 85810 Job Truss Truss Type Qty Ply Avile CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 (Roof Snow=30.0) 846858984 1603024 Jot Jack -Open 16 1 Lumber DOL 1.15 BC 0.23 Vert(TL) -0.00 D -G >999 180 BCL2 0.0 ' Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MITek Industries, Inc. Mon Mar 21 05:22:28 2016 Page 1 ID:VKCtWt _rgOkNgUKuzQ BjsEzd 13w-SQ7BzOfn74LsHg7ekgsPkTK5m BxM6y4FIBrW3czYnPv 180 1.10.15 SUPPORT BY OTHER C Scale = 1:10.7 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. ' 1 C®UNV BU NOTES- (11) TTS 11 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,R1 iII�G �w�SI�� (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1:336..�„J r� 2) TCLL) ASCE 7-10; ads h0 psf (flat roof snow); Category si Exp C; Partially Exp.; Ct= 1 �� yV E® 3) Unbalanced snow loads have been considered for this design. SVD 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 30.0 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, D. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. �,,()F ESS/O/V 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. QP`J� ON IO 4 F2C C 76428 � 7 70' \� EXP. 12/31/2016 OF March 21,2016 ® WARNING - Vert1y design parameters and READ NOTES ON THIS AND INCLUDED M77EK REFERENCE PAGE MP7473 rev. 10/0312015 BEFORE USE. • 1.10-15 1-10.15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.22 Vert(LL) -0.00 G >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.23 Vert(TL) -0.00 D -G >999 180 BCL2 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 B n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 8 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD 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) B=271/0-5-8, D=40/Mechanical Max Horz B=56(LC 10) Max Uplift B=-47(LC 10), 0=7(LC 7) Max Grav B=398(LC 16), D=53(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. ' 1 C®UNV BU NOTES- (11) TTS 11 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,R1 iII�G �w�SI�� (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1:336..�„J r� 2) TCLL) ASCE 7-10; ads h0 psf (flat roof snow); Category si Exp C; Partially Exp.; Ct= 1 �� yV E® 3) Unbalanced snow loads have been considered for this design. SVD 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 30.0 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, D. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. �,,()F ESS/O/V 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. QP`J� ON IO 4 F2C C 76428 � 7 70' \� EXP. 12/31/2016 OF March 21,2016 ® WARNING - Vert1y design parameters and READ NOTES ON THIS AND INCLUDED M77EK REFERENCE PAGE MP7473 rev. 10/0312015 BEFORE USE. • Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII pual8y Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Type _° r Qty Ply Avila • .! JTruss 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. • - - - - 1248856965 1603-024 J01A, Jack -Open r 1 1 Job Reference (optional) i cm w Wmocrc vv, MrvV crtbvrv, ldi . /.b u a bep a zul o mi I ex Inausines, Inc. Man Mar 21 ut,:zz:26 2ulb Peg e 1 ID:VKctW1_rgOkNgUKuzOBjsEzdl3w-S07BzOfn74LsHg7ekgsPkTK7gBwT6y4FIBrW3czYnl v _ • .. L • • SUPPORT BY OTHER 1 Scale= t9.5 ,,. t"e .r • • .1'. { 8.12;+.`, B 00 .r • t • _ 3x4,- , it, t f C y 1 -tats I z o 0 .. - 1.10-15 LOADING (psf) SPACING- 2-0-0 CSI. 1 DEFL._ _ in (loc) .I/deft • Ud PLATES GRIP TCLL 30.0 Plate Grip DOL ` 1.15 - TC 0.10 Vert(LL) -0.00 F _>999 240 MT20 r 220/195 (Roof Snow=30.0) Lumber DOL 1.15 BC „"0.29 v" Vert(TL) -0.01 C -F >999 180 TCDL 10.0 +., Rep Stress Incr YES WB 0.00 Horz(TL)0_ BCDL 10.0 .00 A n/a n/a BCU_ . 0.0 Code IBC2012/TPI2007 (Matrix -M) ', , Weight: 6 Ib FT = 20% -'c . LUMBER- T° �. BRACING- + TOP CHORD 2x4 OF No. 1&Btr G , ".TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD '2x4 OF Stud/Std G' + y ' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. g + , MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, - REACTIONS. (Ib/size) A=133/0-5-8, C=60/Mechanical ti• , , r Max Hoa A=32(LC 10) ' Max UpliftA=-11(LC 10), C=-8(LC 7) FORCES. �(lb) -Max. Comp./Max. Ten. -,All forces 250 (lb) or less except when shown. ' ` 130TTECOUNTY r x NOTES- (10) {V� DIVISION 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 MW MRS�'11LD`NG A (envelope) gable end zone; cantilever left and right exposed ; end vertical left and fight exposed; Lumber DOL=1.33 plate grip DOL=1.33 APP ROVED t 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 , 3) Unbalanced snow loads have been considered for this design. 1 P P 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. W 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, C. ? , 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis_ and design of this truss. ` 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. - t �: �'z' 1, t ' • �:� QVOFESSIO/V .-1 �O ONIO F'G CO-) C 76428 z;0 EXP. 12/31/2016 m ' r € • • CIVIL ..� q rF0FCAL�F� 1. March 21,2016 ® WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED AOrEK REFERENCE PAGE MI -7479 rev. 10/0712015 BEFORE USE. r' Design valid for use only with MfTea connectors. This design is based only upon parameters shown, and is for an individual building component, not • *�* �F], Lai' a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall „ j - � , building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTPrk• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the + fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. • - - - - Suite 109 Citrus Heights, CA 95610 r r Job Truss Truss Type Qty Ply Avila 9-0-0 LOADING (psf) SPACING- 2-0-0 CSI. R46858986 1603.024 J01B Jack -Open 1 1 TC 0.12 Vert(LL) -0.00 F >999 240 MT20 220/195 TCDL 10.0 Lumber DOL Job Reference (optional) - JTJICMJ YLUJ LUMCICK VV, AIVUCKAVN, IVA A "b"9 b" a bep du Lul o MI I eK Inausines, Inc. Man Mar 11 W:LL:Le Lupi Ya a 1 ID:VKctWt rgOkNgUKuzOB,sEzdl3w-wchZAkgPuOTjuziglNNeGhsllbF8rPKP_qa b3zYnPu 2-0-0 3.10.15 2-0.0 s 1-10-15 Scale = 1:14.8 3x4 = C ct' rd russ ere on, m acco ance wI a I Izer Installation guide. 2-0.0 REACTIONS. (Ib/size) A=171/0-5-8, 8=112/Mechanical, C=65/Mechanical 9-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.12 Vert(LL) -0.00 F >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.33 Vert(TL) -0.01 C -F >999 180 7) Refer to girder(s) for truss to truss connections. BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 A n/a n/a BCDL 10.0 Code IBC2012ITP12007 (Matrix -M) Weight: 9 Ib FT = 20% LUMBER- c o EXP. 12/31/2016 ^� BRACING - * TOP CHORD 2x4 DF No. 18Btr G CIVIL T�rFOF TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 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 b t II d d t 'th St b'I' e Ins a e unng russ ere on, m acco ance wI a I Izer Installation guide. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, note REACTIONS. (Ib/size) A=171/0-5-8, 8=112/Mechanical, C=65/Mechanical Max Horz A=72(LC 10) a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall Max UpliftA=-12(LC 10), B=-48(LC 10), C=-14(LC 10) Max Grav A=173(LC 17), B=120(LC 17), C=66(LC 17) building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing FORCES. (lb) - Max. Comp./Max. Ten. - All farces 250 (lb) or less except when shown. NOTES- (10) BUTTE COUNTY � Q���®I� `" E)I V IS 1) Wind: ASCE 7-10; VuIt=11 Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFR"Sl (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33�� mOVED 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 PK 3) Unbalanced snow loads have been considered for this design. Suite 109 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will ' fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A, B, C. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�),OFESSIONgC ONIO J C 76428 Z X c o EXP. 12/31/2016 ^� * CIVIL T�rFOF ` CP&1F March 21,2016 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED 6177EK REFERENCE PAGE 1181.7479 rev. 10/09/2015 BEFORE USE. R Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, note a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MIT®k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSIITP11 Quality Criteria, OSB -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. - Suite 109 ' Citrus Heights, CA 95610 Job Truss Truss Type Qty PlyAvila 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 Arrr a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall �//may�\ ED j ills 3) Unbalanced snow loads have been considered for this design. R46856987 1601024 J02 Jack -Open 14 1 PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 Safety Information available from Tnlss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. TC 0.22 Vert(LL) Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MRek Industries, Inc. Mon Mar 2105:22:29 2018 Page 1 ID:VKctW1 rgOkNgUKuzQBjsE- 13w-wchZAkgPuOTjuziglNNeGhsGVbH7rPKP_ga4b3zYnPu i -1.6-0 3-10-15 180 3-10-15 Scale = 1:15.8 Plate Offsets (X,Y)— [8:0-4-0,0-0-41 g� TY BUTTE COU NOTES- Wind SCE)7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; &.61 L®i N G ®iV�I S i V N (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 ��� LOADING (psf) 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 Arrr a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall �//may�\ ED j ills 3) Unbalanced snow loads have been considered for this design. TCLL 30.0 SPACING- 2-0-0 1� CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 Safety Information available from Tnlss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. TC 0.22 Vert(LL) -0.01 D -G >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 i3FESS1ON4/� BC 0.20 Vert(TL) -0.02 D -G >999 180 . SON 1O 2C BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 B n/a n/a Code IBC2012rrP12007 (Matrix -M) Weight: 14 Ib FT = 20% BCDC 0 LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins. BOT CHORD 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) C=114/Mechanical, 8=355/0-5-8, D=36/Mechanical Max Horz B=96(LC 10) Max UpliftC=-47(LC 10), 8=-47(LC 10) Max Grav C=132(LC 17), B=364(LC 17), D=58(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. g� TY BUTTE COU NOTES- Wind SCE)7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; &.61 L®i N G ®iV�I S i V N (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=30.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 Arrr a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall �//may�\ ED j ills 3) Unbalanced snow loads have been considered for this design. building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 1� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 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 30.0 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. Safety Information available from Tnlss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 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. Citrus Hei Ms CA 95610 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) C, B. i3FESS1ON4/� 10) "Semi-rigid with fixed heels" Member end fixity model was used in the analysis and design of this truss. Q pitchbreaks 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. . SON 1O 2C yF 'P o C 76428 z Cr * d EXP./231/2016 OF ull- March 21,2016 ® WARNING - Vanity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11967473 rev. 1aV=016 BEFORE USE. *R Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ee a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall j ills building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Crtledo, OSB -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Tnlss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei Ms CA 95610 Job Truss Truss Type Qty Ply Avila e] TOLL 30.0 SPACING- 2-0-0 CSI. R46856968 1603-024 J02A - Jack -Open 1 1 TC 0.22 Vert(LL) -0.01 D -G >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MITek Industries, Inc. Mon Mar 2105:22:30 2016 Page 1 ID: VKctW1 _rgOkNgUKuzQBjsEzdl3w-PpFx04h1 fhbaW7HOs4utpuPRF7dBasaYDUKd7VzYnPt -1-8-0 4-0.0 1-6-o 4-0-0 Scale: 3/4"=1' LOADING (psf) R Design valid for use only with M7ek0 connectors. This design Is based only upon parameters shown, and B for an individual building component, not e] TOLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.22 Vert(LL) -0.01 D -G >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 Suite 109 BC 0.21 Vert(TL) -0.02 D -G >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 B n/a n/a BCDL 0 Code IBC2012/TP12007 (Matrix -M) Weight: 14 Ib FT = 20% LUMBER- BRACING- TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 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) C=117/Mechanical, B=360/0-5-8, D=37/Mechanical Max Horz B=97(LC 10) Max UpliftC=-48(LC 10), B=-47(LC 10) Max Grav C=136(LC 17), B=370(LC 17), D=60(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. ����� COUNTY NOTES- (11) 1) Wind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRSB U I L®I N r D i ISI �! ®A 1 (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 va i Y �7 1 2) Unbalanced ASCE 7-10; Pf=30.0 psf (Flet roof snow); Category si Exp C; Partially Exp.; Ct= 1 APPROVED 3) Unbalanced snow loads have been considered for this design. (vl 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 30.0 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 girders) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) C, B. 90 ESSIONq 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. �OeQ� ONTO yF FC 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 2 Cr C 76428 * EXP. 12/31/2016 C10. OFrAL March 21,2016 ® WARNING - Ved& design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE MI -7473 rev. 10/03/1015 BEFORE USE. R Design valid for use only with M7ek0 connectors. This design Is based only upon parameters shown, and B for an individual building component, not e] a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 11 'T®1.' M is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1 Il fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Bu9ding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Citrus Het Ms CA 95610 Job Truss Truss Type Qty DEFL. Avila PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 building design. Bracing Indicatea Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing [ly� 846856969 1603-024 J03 Jack -Open 26 1 BC 0.57 Vert(TL) -0.10 D -G >683 180 '0.01 Suite 109 BCLL 0.0 ' Rep Stress Incr YES Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 2105:22:30 2016 Page 1 ID:VKctW1 rgOkNgUKuzQBjsEzdl3w-PpFx04hlfhbaW7HOs4utpuPOd7YcasaYDUKd7VzYnPt -1-8-0 6.0-0 1$0 6.0-0 Scale = 1:20.9 3x5 = LOADING (psi) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 building design. Bracing Indicatea Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing TC 0.39 Vert(LL) -0.03 D -G >999 240 MT20 220/195 TCLL 10.0 Lumber DOL 1.15 BC 0.57 Vert(TL) -0.10 D -G >683 180 '0.01 Suite 109 BCLL 0.0 ' Rep Stress Incr YES Citrus Heights, CA 95610 WB 0.00 Horz(TL) B n/a n/a BCDL 10.0 Code IBC2012ITP12007 (Matrix -M) Weight: 20 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. t&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 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 quide. REACTIONS. (Ib/size) C=180/Mechanical, B=480/0-5-8, D=54/Mechanical Max Horz B=135(LC 10) Max UpliftC=-75(LC 10), B=-56(LC 10) Max Grav C=219(LC 17), B=500(LC 17), D=90(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. ����� ®� �� NOTES- (12) 1) Wind: I;enPDrtfOpsCD9h (envelope) gable end zone; cantilever and right exposed ed vcaeftandt exposed; Lumber DOL=1 33 plate grip DOL -=I. WILDING DI YISION 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 APPROVED 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 30.0 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 capable of withstanding 100 Ib uplift at joit(s) C, B. pF ESS/ON 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. oe,- ONIO ho F�,C 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 6 C 76428 * EXP. 12/31/2y6 ti OF March 21,2016 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED IWTFK REFERENCE PAGE MI -7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MneO 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 Indicatea Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erecion and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 • SYSTEMS PLUa wmocr< ��, - wvur=r<ovrv, �h + < r.bau s bapp za zu, o mi i ex mwsmes, mc. Mon Mar zr w:zz::,, zu,b rage , ID:VKctW1 _rgOkNgUKuzQBjsEzdl3w-t?pJbQ ifQ?jRBHsDQoQ6L6yaAPxwJJgiR83BfxzYnPs r - - •1-6-0 4-0.0 5-8-15 • a. 1.6-0 - 4.0-0 Scale = 1:20.5 6.00 12 • ' f f �. •�. - , •- '.a t ' i - � yh a ,` + 'Lr ,f� -• 'r � ', - , N s ... ` D - .r1•'•3x5. . ,y +-• .r , .. • - G"0-0 'LOADING (ps{) �_, t " 'SPACING- '2-0-0 CSI. DEFL: - in (loc) I/deft 4L/d PLATES GRIPTCLL 30.0 _ f (Roof Snow=3 0) Plate Grip DOL 1.15 . TC 0.34 Vert(LL), -0.02 D -G •>999 240. MT20 2201195 r TCDL 10.0 Lumber DOL i 1.15 BC, -. 0.37 Vert(TL) -0.04 D -G >999 •180 BCLL 0.0 • Rep Stress Incl YES WB 0.00: HOrz(TL) 0.00 B n/a n/a. BCDL 10.0 Code IBC2012ITP12007 • (Matrix -M) ,' Weight: 17 Ib FT = 20% , LUMBER-. BRACING- tr TOP CHORD 2x4 DF No.1&Btr G -TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT.CHORD 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 nide. REACTIONS. (Ib/size) C=169/Mechanical, B=434/0-5.8,'D=51/Mechanical Max Horz B=130(LC 10) ' Max UpliftC=-72(LC 10), 8=-62(LC 10) + - w Max Grav C=205(LC 17), B=451(LC 17), D=64(LC 5) , FORCES. (lb) - Max. Comp./Max. Ten. All forces 250 (lb) or less except when shown. Y.. I ,i NOTES- (11) r' �rw ����� ®��9 F 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 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.D3 U I LD I N G D I /I [M I O A A 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct='l 9 i \/ E �1 �� 3) Unbalanced snow loads have been considered for this design. • R ,l-.. APPROVED,. P Oe 'sE • r r 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 30.0 psf on overhangs t • � @`�� •� ' non -concurrent with other live loads. 1 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads..r• 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. • 1 f t 8) Refer to girder(s) for truss to truss connections. .� 9) Provide mechanical for, (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) C, B. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. _ FESS(Q " 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co., , " QUO /V44�. ONIO h�Ayc Q� C 76428Cr z F L9r 1 * EXR 12/31/2016 m J CIVIL • r rFOFCAl.1F� March 21,2016 • Job '® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MP7473 rev. 10/03/2016 BEFORE USE. Truss Type Qty AvOa ]Truss ' - - building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing.,.'s JPly - R46856970 1603024 J03A -r Jack -Open ' " '` • 4 1 7777 Greenback Lane Safety Informatlon available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - ., , ., • Suite 109 - .. - " Job Reference (optional) • SYSTEMS PLUa wmocr< ��, - wvur=r<ovrv, �h + < r.bau s bapp za zu, o mi i ex mwsmes, mc. Mon Mar zr w:zz::,, zu,b rage , ID:VKctW1 _rgOkNgUKuzQBjsEzdl3w-t?pJbQ ifQ?jRBHsDQoQ6L6yaAPxwJJgiR83BfxzYnPs r - - •1-6-0 4-0.0 5-8-15 • a. 1.6-0 - 4.0-0 Scale = 1:20.5 6.00 12 • ' f f �. •�. - , •- '.a t ' i - � yh a ,` + 'Lr ,f� -• 'r � ', - , N s ... ` D - .r1•'•3x5. . ,y +-• .r , .. • - G"0-0 'LOADING (ps{) �_, t " 'SPACING- '2-0-0 CSI. DEFL: - in (loc) I/deft 4L/d PLATES GRIPTCLL 30.0 _ f (Roof Snow=3 0) Plate Grip DOL 1.15 . TC 0.34 Vert(LL), -0.02 D -G •>999 240. MT20 2201195 r TCDL 10.0 Lumber DOL i 1.15 BC, -. 0.37 Vert(TL) -0.04 D -G >999 •180 BCLL 0.0 • Rep Stress Incl YES WB 0.00: HOrz(TL) 0.00 B n/a n/a. BCDL 10.0 Code IBC2012ITP12007 • (Matrix -M) ,' Weight: 17 Ib FT = 20% , LUMBER-. BRACING- tr TOP CHORD 2x4 DF No.1&Btr G -TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT.CHORD 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 nide. REACTIONS. (Ib/size) C=169/Mechanical, B=434/0-5.8,'D=51/Mechanical Max Horz B=130(LC 10) ' Max UpliftC=-72(LC 10), 8=-62(LC 10) + - w Max Grav C=205(LC 17), B=451(LC 17), D=64(LC 5) , FORCES. (lb) - Max. Comp./Max. Ten. All forces 250 (lb) or less except when shown. Y.. I ,i NOTES- (11) r' �rw ����� ®��9 F 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 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.D3 U I LD I N G D I /I [M I O A A 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct='l 9 i \/ E �1 �� 3) Unbalanced snow loads have been considered for this design. • R ,l-.. APPROVED,. P Oe 'sE • r r 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 30.0 psf on overhangs t • � @`�� •� ' non -concurrent with other live loads. 1 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads..r• 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. • 1 f t 8) Refer to girder(s) for truss to truss connections. .� 9) Provide mechanical for, (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) C, B. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. _ FESS(Q " 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co., , " QUO /V44�. ONIO h�Ayc Q� C 76428Cr z F L9r 1 * EXR 12/31/2016 m J CIVIL • r rFOFCAl.1F� March 21,2016 • Job '® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MP7473 rev. 10/03/2016 BEFORE USE. Design valid for use only with MUek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not el', [��J�• _ a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overatl i.� building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing.,.'s - + ' MiTek- is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the . ' fabrication, storage. delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component~ 7777 Greenback Lane Safety Informatlon available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - ., , ., • Suite 109 - .. - " Citrus Hel Me CA 95610 , r SYSTEMS PLUS LUMBER CO, ` ANDERSON, CA e r �' t 7.640 s Sep 29 2015 MTek Industries, Inc. Mon Mar 2105:22:312016 Page 1 ID:VKctW1 _rgOkNgUKuzQBjsEzd l3w-t?pJbQffQ9jR8HsDQoQ6L6yaN Pw2JJgiR83BfxzYnPs 4-0.0 5-8-15 • 4-0-0 1 ' •d: -t a. . ' r f ... i 4 - i, h ` B scale = 1:19.3 r- „e 6.001z J t ' ,,t: ! t ♦ A w YF ..•'i- _ G .a• k -."ya ;. o .. aN :a •.y;.. t J 3x4 = - .h �- ` y.. C • s G . . � it r 4.0.0 4 •'1 t. `j. t. 14.0.0 1 , Plate Offsets (X,Y)— [A:Edge,0-0-4) w ! LOADING (psf) • : v SPACING- -TCLL 30.0 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP 'a (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.02 C -F >999 - 240 MT20 220/195 TCDL 110.0 Lumber DOL 1.15 BC , 0.43- Vert(TL) -0.04 C -F' >9991,,..,180 Rep Stress lncr YES ' WB 0.00 HOrz(TL) 0.00 A r n/a . n/a BCLL '�' 0.0 Code IBC20121TPI2007 (Matrix-M)BQQL 10-0 ,z - Weight: 14 Ib FT = 20% , LUMBER- • - ' r -BRACING - TOP CHORD 2x4 OF No.18Btr G K , TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT.CHORD 2x4 DF Stud/Std G r BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. [jnr Tek recommends that Stabilizers and required cross bracing • ` installedduring truss erection, in accordance with Stabilizer tallation nide. REACTIONS. (Ib/size) A=306/0-5-8, B=171/Mechanical, C=56/Mechanical r n Max Horz A=106(LC 10) Max UpliftA=-29(LC 10), B=-73(LC 10) ` ,' •'" :: Max Grav A=314(LC 17), B=195(LC 17), C=66(LC 5) FORCES. (lb) - Max. Comp:/Max. Ten. -All forces 250 (lb) or less except when shown:. ' ° 'BUTTE COUNTY ITSB NOTES- CE BUILDING DiVISION N 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25tt; 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 �y �� 2) TCLL: ASCE 7-10; Pf=30.0 psf (Flet roof snow); Category II; Exp C; Partially Exp.; Ct= 1 t 'r/ r 1g,,.� a.. 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. ` . . I ` r 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 capable of withstanding 100 Ib uplift at joint(s) A, B.',,; 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. ' 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. , Q�of ESS/Q/V4 oN10 yF�2c X. EXP. 12/31/2016 m ft i TF O� ~ f 1 0FCAI. March 21.2016 Job ' • Truss a,t Truss Type , Qty Ply Avila a � " 1246856971 .1603024 J038 Jack-Open - Job Reference (optional) ® WARNING - VerNy, design parameters and READ NOTES ON THIS AND INCLUDED FAUEK REFERENCE PAGE MI -7473 rev. 10/0312016 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 ��J�,] a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall - Lao building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing. MITek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII OualBy Criteria, DSO -89 and BCSI Building Component V` 1' - ` ' 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandda, VA 2231 1. L, � Suite 109 Citrus Heights, CA 95610 ! y Job Truss , 4 Qty Ply-7ila a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall - ITr.ussType T M'Te 1 l.• tC 846856972 1603.024 , J04 - .. - ' Jack -Open , . L A. 7 Citrus Hei hts CA 95610 ' 4 , b Reference (optional) 'SYSTEMS PLUS LUMBER CO, ANDERSON, CA ' - 7.640 s Sepp 29 2015 Mrrek Industries, Inc. Mon Mar 2105:22:32 2016 Page 1 - 1' • - , ID:VKctW1_rgOkNgUKuzOBjsEzdl3w-LBNhpljHBJrHIROPzVxLuJUlyoB4211rgopkCOzYnPr r . 1 -i-6.0 2-11-8 5.0.0 • w ` - c. 1-6-0 2-11-8 . 2-0.8 Scale = 1:20.9 2x4 `+ - . + i .' ~ • 2x4 - G - B F 2x4 II 2x4 ��' 1 • 3x5 C 2-11-8 - ♦5-0.0 9_11-8 _ _ . 2.0.8 - Plate Offsets (X,Y)— [8:0-0-4,0-0-0] LOADING (psf) • SPACING- 2-0-0 CSL. DEFL. ;1 in (Ioc) .I/deft L/d PLATES GRIP TCLL 30.0 ` Plate Gri DOL 1.15 TC 0.33 Vert(LL)1 •' (Roof Snow=30.0) P :0.08 H >891 240 v MT20 220/195 TCDL 10.0 Lumber DOL •1.15 BC � 0.76 Vert(TL) -0.17'- , 1 >419L 180 TCLL 0.0 : S Rep Stress lncr - YES WB 0.07 Horz(TL) w 0.06 F n/a n/a •, 0 Code IBC2012/TPI2007 (Matrix -M) Weight: 23 Ib FT = 20% BCDL LUMBER- ; BRACING - -TOP TOP CHORD 2x4 DF No.1&Btr G a ' TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins. BOT CHORD 2x4 DF Stud/Std G 'Except' I BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. v F -H: 2x4 DF No.2 G - r MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 DF Stud/Std G ' t ' r ` be installed during truss erection, in accordance with Stabilizer Installation uide. ' REACTIONS., (Ib/size) B=489/0-5-8,F=229/Mechanical `"�• ,� e s' t , - Max Horz 6=133(LC 10) , ''. � � . � r � ,r, Max Uplift 8=58(1_C 10), F=-47(LC 10) ♦ �. ` 1 Max Grav B=510(LC 17), F=271(LC 17) FORCES.' (lb) - Max. Comp./Max. •Ten. -All forces 250 (Ib) or less except when shown. 'WEBS D -G=-342/94 r ��9(' BT yP� �' cage A ' NOTES-. (11) 1 - t , r ' 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL�.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRRS U I L®I N G DIVISION � - (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1'APPROVED 33 j 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 7 AP R O ®@.>.� 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 30.0 psf on overhangs - non -concurrent with other live loads. r 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - . I , If 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 1-0-0 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,Of ESSION4 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) B, F. Q ��. 10 "Semi-ri Id itchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss: �O P��ONIO h� 4" 9 P Y Y 9 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. r ' ' ;Y; t 1 • , }• UOQ C 76428 z ,... L m EXR 12/31/2016 ''• .� .f * 71r -J. CIVIL ` 46 March 21,2016 ®WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE Mil -7479 rev. iolwJ 2Ot6 BEFORE USE. Design valid for use only with MReW connectors. This design is based only upon parameters shown, and Is for an individual building component, not • r a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall - building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing y T M'Te 1 l.• tC Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the . fabrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSI/1PI1 Quality Critedo, DSB-89 and SCSI Building Component T ,. ' A Suite 109 < Citrus Hei hts CA 95610 4 `+ - . + i .' ~ • 2x4 - G - B F 2x4 II 2x4 ��' 1 • 3x5 C 2-11-8 - ♦5-0.0 9_11-8 _ _ . 2.0.8 - Plate Offsets (X,Y)— [8:0-0-4,0-0-0] LOADING (psf) • SPACING- 2-0-0 CSL. DEFL. ;1 in (Ioc) .I/deft L/d PLATES GRIP TCLL 30.0 ` Plate Gri DOL 1.15 TC 0.33 Vert(LL)1 •' (Roof Snow=30.0) P :0.08 H >891 240 v MT20 220/195 TCDL 10.0 Lumber DOL •1.15 BC � 0.76 Vert(TL) -0.17'- , 1 >419L 180 TCLL 0.0 : S Rep Stress lncr - YES WB 0.07 Horz(TL) w 0.06 F n/a n/a •, 0 Code IBC2012/TPI2007 (Matrix -M) Weight: 23 Ib FT = 20% BCDL LUMBER- ; BRACING - -TOP TOP CHORD 2x4 DF No.1&Btr G a ' TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins. BOT CHORD 2x4 DF Stud/Std G 'Except' I BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. v F -H: 2x4 DF No.2 G - r MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 DF Stud/Std G ' t ' r ` be installed during truss erection, in accordance with Stabilizer Installation uide. ' REACTIONS., (Ib/size) B=489/0-5-8,F=229/Mechanical `"�• ,� e s' t , - Max Horz 6=133(LC 10) , ''. � � . � r � ,r, Max Uplift 8=58(1_C 10), F=-47(LC 10) ♦ �. ` 1 Max Grav B=510(LC 17), F=271(LC 17) FORCES.' (lb) - Max. Comp./Max. •Ten. -All forces 250 (Ib) or less except when shown. 'WEBS D -G=-342/94 r ��9(' BT yP� �' cage A ' NOTES-. (11) 1 - t , r ' 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL�.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRRS U I L®I N G DIVISION � - (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1'APPROVED 33 j 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 7 AP R O ®@.>.� 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 30.0 psf on overhangs - non -concurrent with other live loads. r 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - . I , If 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 1-0-0 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,Of ESSION4 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) B, F. Q ��. 10 "Semi-ri Id itchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss: �O P��ONIO h� 4" 9 P Y Y 9 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. r ' ' ;Y; t 1 • , }• UOQ C 76428 z ,... L m EXR 12/31/2016 ''• .� .f * 71r -J. CIVIL ` 46 March 21,2016 ®WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE Mil -7479 rev. iolwJ 2Ot6 BEFORE USE. Design valid for use only with MReW connectors. This design is based only upon parameters shown, and Is for an individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall - building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing y T M'Te 1 l.• tC Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the . fabrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSI/1PI1 Quality Critedo, DSB-89 and SCSI Building Component T ,. 7777 Greenback Lane ♦ ' Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312 Alexandria, VA 22314. - Suite 109 < Citrus Hei hts CA 95610 I Jobe • r Truss Type q Qty DEFL. Avla .,. ' Ud ITruss,, ' A• 1.15 JPty Vert(LL) 1Vert(TL) 1603-024 J05 Roof Special Girder '' ; * - '• Lumber DOL 1.15 BC 0.13 REACTIONS. (lb/size), 6=459/0-5-8, E=264/Mechanical ~ -0.01 E -F >999 { r' BCLL 0.00 '� Rep Stress Incr Job Reference o tionaI r SYSTEMS PLUS LUMBER CO, ANDERSON, CA . 7.640 s Sep 29 2015 Mrrek Industries, Inc. Mon Mar 2105:22:33 2016 Pagge 1 ID:VKctW1 rgOkNgUKuzQBjsEzdl3w-pOx405jwycz8Nb?bXDSaRXlx?Cg8nCd vSYHkgzYnPq .. �' •-1.8-a 'T J-1$iz-1r 4-0-0 • - 150 .•^1-612 - 0.4-15 _ _ 2.0.5 ,. .f . • Special ' . ' Scale = 1:11.1 r ^�'.. ' 4x8 \\ , ' r 2x4 II ",' . • D 1 ..F• 6.00 12 ' .. r6 •� • +, i r F• K Special r E „•A. f •„ • r 2x4 II ; .. � 3x5 = d. �. ' •; i' •r, 3x5= .}' + � • 1•� .H- � ,' - � f - > - r• sem, -.r 1• 4}: ' c. 1512 •40.0 .. ., 1-6-1 9-4-4 Plate Offsets (X,Y)- [B:0-5-4.0-0-4) LOADING (psf) ' TCLC 30.0 SPACING-' - 2-0-0 CSI. DEFL. in (loc) I/defl , ' Ud , .• 'i (Roof Snow' Plate Grip DOL 1.15 TC 0.25 Vert(LL) 1Vert(TL) -0.01 . F >999 ' 240 TCDL' 10.0 Lumber DOL 1.15 BC 0.13 REACTIONS. (lb/size), 6=459/0-5-8, E=264/Mechanical ~ -0.01 E -F >999 180 r' BCLL 0.00 '� Rep Stress Incr NO WB 0.11 Horz(TL) 0.00 E . • n/a nla r TOP CHORD B -C=-514/127 " Code IBC2012ITP12007 BOTCHORD B -F= -1301476,F -K= -140/480,E -K=-140/480 •r ' Y , r F+'• (Matrix-M)BCDL ' _ WEBS- C -E-507/139 �_ o I .� ::. • ' NOTES- (14) i ' . r` - APPO� 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 i .2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 r PLATES _ GRIP MT20 220/195 a Weight: 18 Ib FT = 20% LUMBER- • , 1 - ., BRACING• „ • TOP CHORD 2x4 DF No.1&Btr G .' TOP CHORD Structural wood sheathing directly .i applied or 4-0-0 oc purlins, except BOT CHORD 2x4 OF No.18Btr G ., "I : '` ", ; . end verticals. WEBS 2x4 OF Stud/Std G , BOT CHORD* Rigid ceiling directly applied or 1D-0-0 oc bracing. a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek recommends that Stabilizers and required cross bracing building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing be installed during truss erection, in accordance with Stabilizer is always required for stability and to prevent collapse vAth possible personal injury and property damage. For general guidance regarding the 1 r. a -. + • Installation guide. - • ' Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. , REACTIONS. (lb/size), 6=459/0-5-8, E=264/Mechanical ~ - { Max Horz B=40(LC 9) + ` Max UpliftB=-108(LC 10), E=-61(LC 7) t S +� Max Grav B=605(LC 26), E=322(LC 25) FORCES. (lb) , Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. pU� 1 ,C�u r TOP CHORD B -C=-514/127 " 1 V 1 ?� BOTCHORD B -F= -1301476,F -K= -140/480,E -K=-140/480 •r ' Y , r F+'• p j 'BUILDING ("'jI\/I!"0�(, DIVISION f _ WEBS- C -E-507/139 �_ o I .� ::. • ' NOTES- (14) i ' . r` - APPO� 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 i .2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 r 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 30.0 psf on overhangs • non -concurrent with other live loads. . , , : 11 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. '� 1 ESSI'QA14 + 7) • 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 1-0-0 wide will fit between the bottom chord and any other members. ,OV ON IO 8) A rating reduction of 20% has been applied for the lumber �QQ ylF�c plate green members. 9) Refer to girders) for truss to truss connections. (V 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) E except (jt=1b) C 76428 Z M B=108 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. t �(P• 2/31/ZO16 rtl 12) Hanger(s) or other connection de4ice(s) shall be provided sufficient to support concentrated load(s) 295 Ib down and 155 Ib up at * `L 1-8-8 on top chord, and 38 Ib down and 21 Ib up at 2-0-0 on bottom chord. The design/selection of such connection device(s) is the t. 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). T CIVIL 14) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ' '9rFQF CALF Y " - 1 . LOAD CASE(S) Standard - a ' ' March'21 7n1R ® WARNING - Veft design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE / • Design valid for use only with Mnek® connectors. This design is based only upon parameters shown, and is for an individual building component, not . a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MITOk• is always required for stability and to prevent collapse vAth possible personal injury and property damage. For general guidance regarding the 1 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPIT Quality Criteria, DSB-89 and BCSI Building Component r 7777 Greenback Lane • ' Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. , Suite 109 - { Citrus Hel Ms CA 95610 Job Truss Truss Type Qty Ply Avila - 846856973 1603-024 J05 Roof Special Girder 1 ' 1 Job Reference o tional SYSTEMS PLUS LUMBER CO, ANDERSON, CA - 7.640 s Sep 29 2015 MITek Industries, Inc. Mon Mar 2105:22:33 2016 Pagge 2 ID:VKctW1 rgOkNgUKuzQBjsEzdl3w-pOx405jwycz8Nb?bXDSaRX1x?Cg8nCd_vSYHkgzYnPq LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-C=-80, C-D=-80, E-G=-20 Concentrated Loads (lb) Vert: C=-193(F) K=-25(F) r • f • ti t v 4 bu l It UUUIN I T BUILDING DIVISION APTROVED ( ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MI -7473 rev. 10/0332015 BEFORE USE. R Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not q a truss system. Before use, the building designer must verify the applicability of design parameters and 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 bracingMiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Informallon available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Suite 109 Citrus Hel hta CA 95610 Job . Truss J Qly. Ply Avila ITrussType � R46B58974 1603.024 JO6 a •. � Jack -Open 1 _ • Job Reference (optional) ' ' SYSTEMS PLUS LUMBER CO, ANDERSON, CA ' - ID:VKctW1_rgOkNgUKuzQBjsEzdl3w-pOx405jwycz8Nb?bXDSaRX1xVCfunDJ 7.640 s SVI) 2015 MiTek Industries, Inc. Mon Mer 2105:22:33 2016 Pa1 1 vSYHkgzYnPq 40.0 ' 1.6.0 .- .. _ 4-0_-0 - r o• , ,., - .. - • •i - • ti _ • • :''' . I , . . Scale: 3/4"=1' ; : .. .r . • � r i . ., + .- ! f � - _, ..8.00 12 •.• . }. H. s , Job . Truss J Qly. Ply Avila ITrussType � R46B58974 1603.024 JO6 a •. � Jack -Open 1 _ • Job Reference (optional) ' • ' - .0 -3x4 = s. r i.. r �,�• - 4-M Plate Offsets (X,Y)— [B:0-4-0,0-0-41 - LOADING (psf) SPACING- 2-0-0 . CSI. DEFL. " in (loc) ' I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC _ 0.22 . Vert(LL) -0.01 D -G `>999 240 MT20 220/195 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.21. Vert(TL)1 -0.02 D -G >999 180 ,. TCDL 10.0 .r, Rep Stress Incr YES WB 0.00 Horz(TL) 10.00* ' B . n/a n/a BCLL 0.0'` - Code IBC2012/TP12007 Matrix -M o ( ) , Weight: 14 Ib FT = 20 /o LUMBER- • BRACING- r TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD' 2x4 DF Stud/Std G ; BOT CHORD . Rigid ceiling directly applied or. 10-0-0 oc bracing. i r f, MiTek recommends that Stabilizers and required cross bracing ' �•' be installed during truss erection, in accordance with Stabilizer ` t Installation guide. . REACTIONS. (Ib/size) C=117/Mechanical, B=360/0.5-8, D=37/Mechanical ` Max Horz B=97(LC 10) r ? ' Max UpliftC=-48(LC 10), B=-47(LC 10) - - t• ' . Max Grav C=136(LC 17), B=370(LC 17), D=60(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. +' a . ' i BUTTE C ^ U NOTES- (11) pi �I fi 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� V I L®I I `+� G D IVI ' A (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.3APPROVED 2) TCLL: ASCE 7-10; ads h0 psf (flat roof snow); Category si Exp C; Partially Exp.; Ct= t 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 30.0 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. I ' 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 girders) for truss to truss connections. .• 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb'uplift at joint(s) C, B. E$S/CNq 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. • 4' COQ ON IQ CF 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co.,. v C 76428-77 EXP. 12/31/2016 m Civil. %T�TF0j= CALIF - s ! March 21.2016 ® WARNING - VeA1y design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 1101.7473 rev. 10/01/2016 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 - , s building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - M[TB I.' is always required for stabirity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the . 1 Il fabrication. storage, delivery, erection and bracing of trusses and truss systems, see . ANSI/IPI l Quality Criteria, OSB -89 and BCSI Building Component' ` 7777 Greenback Lane ' . Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Suite 109 ' Citrus Heights, CA 95610 ' Job- Truss Truss Type Qty Ply Avila (Roof Snow=30.0) Lumber DOL 1.15 TCLL 10.0 ' Rep Stress Incr R46856976 1803-024 J07 Roof Special 4 1 >999 LUMBER - BC 0.13 Vert(TL) TOP CHORD 2x4 OF No.1&Btr G >999 Job Reference (optional) bYS I hMS PLUS LUMBER GO, ANDERSON, GA A e SPACING- N 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 21 05:22:34 2016 Page 1 ID:VKctW1 rgOkNgUKuzQBjsEzdl3w-HeVSDRkYjw5??Iao5wzpzka4Tc?IWgZ8861rGGzYnPp d-8.15 4-0-0 5.8.0 1-8-15 4-0.0 1-8-0 Scale c 1:20.5 LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.15 (Roof Snow=30.0) Lumber DOL 1.15 TCLL 10.0 ' Rep Stress Incr YES BCDL 0.0 Code IBC2012/TP12007 'TC 0.33 BCDL 10.0 -0.01 D -G >999 LUMBER - BC 0.13 Vert(TL) TOP CHORD 2x4 OF No.1&Btr G >999 BOT CHORD 2x4 OF No. 1&Btr G WB 0.00 I$ 3x5 = PLATES GRIP MT20' 2201195 Weight: 17 Ib FT = 20% * BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) A=168/Mechanical, D=55/Mechanical, B=43010-5-8 Max Horz A-130(LC 11) Max UpliftA=-6(LC 11), B=-127(LC 11) Max Gray A=204(LC 18), D=66(LC 5), B=447(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (11) 1) Wind: ASCE 7-10; Vult=11 Omph (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=30.0 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 Oat roof load of 30.0 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) A except (jt=1b) B=127. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNTY BUILDING DIVISION APPROVED o9, pOESSIOA, l P��ONiO h, F.1 Co C 76428'PZ c o * � EXP. 12/31 /2016 � '�OFCAUF� March 21,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE AVI-7M rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for on individual building component. not • a trus4 system. Before use, the building designer must vedfy the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - MiTek' Is ahvoys required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII QualBy, Criteria, DSB-89 and BCSI BuIlding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandra. VA 22314. Suite 109 Citrus Heights, CA 95610 4-0-0 4.0-0 CSI. DEFL. in (loc) I/deft L d 'TC 0.33 Vert(LL) -0.01 D -G >999 240 BC 0.13 Vert(TL) -0.03 D -G >999 180 WB 0.00 Horz(TL) 0.00 D n/a n/a (Matrix -M) PLATES GRIP MT20' 2201195 Weight: 17 Ib FT = 20% * BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) A=168/Mechanical, D=55/Mechanical, B=43010-5-8 Max Horz A-130(LC 11) Max UpliftA=-6(LC 11), B=-127(LC 11) Max Gray A=204(LC 18), D=66(LC 5), B=447(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (11) 1) Wind: ASCE 7-10; Vult=11 Omph (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=30.0 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 Oat roof load of 30.0 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) A except (jt=1b) B=127. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNTY BUILDING DIVISION APPROVED o9, pOESSIOA, l P��ONiO h, F.1 Co C 76428'PZ c o * � EXP. 12/31 /2016 � '�OFCAUF� March 21,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE AVI-7M rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for on individual building component. not • a trus4 system. Before use, the building designer must vedfy the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - MiTek' Is ahvoys required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII QualBy, Criteria, DSB-89 and BCSI BuIlding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandra. VA 22314. Suite 109 Citrus Heights, CA 95610 I Job Truss Truss Type Qty Ply Avila LOADING (psf) SPACING- 2-0-0 CSI. DEFL. 846856978 I 1603-024 J10 Jack -Open 2 1 Vert(LL) -0.03 D -G >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.55 Job Reference (optional) 5T5I5_105 PLU5 LUMetK UU, ANUtK5UN• UA 7.540 S Sep 29 2015 MITSK IneuStrles, Inc. Mon Mar 21 05:22:34 2010 Pag s 1 ID:VKctW1 _rgOkNgUKuzQBjsEzdl 3w-HaVS DRkYiw5??Iao5wzpzka4pcvnWgZ886IrGGzYnPp -1yo5.10.15 6-j�0 1-6-0 5.10.15 - 0-1-1 A Scale = 1:20.7 • 3x5 = .5-10-15 5_10-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.38 Vert(LL) -0.03 D -G >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.55 Vert(TL) -0.10 D -G >687 180 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: 20 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 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 Quide. REACTIONS. (Ib/size) C=177/Mechanical, B=476/0.5-8, D=54/Mechanical Max Horz B=133(LC 10) Max UpliftC=-74(LC 10), B=-55(LC 10) Max Grav C=216(LC 17), B=495(LC 17), D=90(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (12) 13UTTE COON 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; MW_ F Y DING ®����f��B (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL'•) 11.33 !L�? 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design.A P ® S O E 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 30.0 psf on overhangs \,/8 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 capable of withstanding 100 lb uplift atjoint(s) C, B. (3FESSIQNq 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. =�QQP�� �N �� y� F�jC 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. J C 76428'AZ2� o: EXP. 12/31/2016, • • T,9�FOFCAUF���\P March 21,2016 ® WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE 1191.7479 rev. 10703/2018 BEFORE USE. - Design valid for use only with MrrekO connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' is always required for stability and to prevent collapse with possible personal injury and property damcge. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, OSB -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. z Suite 109 citrus Heights, CA 95610 Job Truss Truss Type Qty Pty Avile R46B56977 1603.024 At Jack•Open 1 1 Job Reference o tional 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 Safety Information available from Thus Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 noon t,dar 71 n50T35 9n1R Penx 1 SYSTEMS PLUS LUMBER CO, ANDERSON, cA • •'-" --'- "4 _.. _______ --• - - ID:VKctW1_rgOkNgUKuzQBjsEzdl3w-Im2gRnIATEDscu9 feU2Wy6FDOFmF7pHMm1OojzYnPo 18 0 8-0.0 7-8-3 - tr V 8.0-p 1.63 Scale = 1:24.8 3x5 = LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.38 Vert(LL) -0.03 E -H >999 240 MT20 220/195 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.57 Vert(TL) -0.11 E -H >677 180 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 B n/a n/a BCLL 0.0 Code IBC2012ITP12007 (Matrix -M) Weight: 22 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 DF No. 18Btr G TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins. BOT CHORD 20 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 Insteiletion guide. REACTIONS. All bearings Mechanical except (jt=length) 8=13-5-8, C=0-1-8. (lb) - Max Horz 8=163(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) D, B except C=-101(LC 10) Max Grav All reactions 250 Ib or less at joint(s) D, E except B=497(LC 17), C=295(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (13) BUTTE C UN ' 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, u i LD I I`iG Dli�i1. i l (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 14 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct= 1a �j 3) Unbalanced snow loads have been considered for this design. APPRI ®d p L E llR. 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 30.0 psf on overhangs 0 l 00/// ��� 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. ESS/ 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) D, B except (jt=1b) Q'w�F O/�/,9� C=101. O �ONIO Fy 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C. ��i r1 y 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. J U C 76428 Z Cr p * EXP. 12/31/2016 ^� T�rFOFCA�\ �\ March 21,2016 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MlreW connectors. This design Is based only upon parameters shown. and Is for on individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall individual truss chord members only. Additional temporary and permanent bracing i•Y MiTek building design. Bracing Indicated Is to prevent buckling of web and/or is 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 Safety Information available from Thus Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Citrus Helclhts. CA 95610 Job Truss Truss Type qty Ply Avile 846856976 1603-024 J13 Roof Special Giller 1 1 Job Reference (optional) BC 0.22 Vert(TL) -0.04 E -F >999 180 TCDL 10.0 Rep Stress Incr NO e.. o0 om t MRnh Ind—tri— Inc. Mon Mar 2105,22:35 2016 Peae 1 SYSTEMS PLUS LUM6EK UU, ArvuI=KaUrv, ID:VKctW1_rg0kNgUKuzQBjsEzd13w-Im2gRnIATEDscu9_fe m i uojzyni-o 1-&12 44-15 445 Scale= 1:14.9 SKH24R 6x8 — 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) -0.02 E -F >999 240 MT20 220/195 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.22 Vert(TL) -0.04 E -F >999 180 TCDL 10.0 Rep Stress Incr NO WB 0.20 Horz(TL) 0.01 E n/a n/a BCLL 0.0 ' Code IBC2012/TP12007 (Matrix -M) Weight: 26 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud/Std G BOT CHORD REACTIONS. (Ib/size) E=316/Mechanical, B=472/0-5-8 Max Horz B=39(LC 14) Max UpliftE=-59(LC 7), B=-77(LC 10) Max Grav E=456(LC 25), B=573(LC 26) Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Guide FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BUTTE COUNTY TOP CHORD B -C=-630/77, D -E=-283/54 BOT CHORD B -F=-71 /542, F -K=-73/532, K -L=-73/532, E -L=-73/532 BUILDING DIVISION WEBS C -E=-543/69 NOTES- Wind ASCE)7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFAP R®VE (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=30.0 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 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. ��FESSIO�q 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��QQP��ON IO 16, fit between the bottom chord and any other members. C P9) 8) A plate rating reduction of 20% has been applied for the green lumber members. -P- 9) Refer to girder(s) for truss to truss connections. O�m 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) E, B. U C 76428 Z 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. IY 12) Use USP SKH24R (With 16d nails into Girder & NA9D nails into Truss) or equivalent at 1-8-8 from the left end to conned truss(es) to EXp 12/31/2016 n1 back face of top chord, skewed 45.0 deg.to the fight, sloping 0.0 deg. down. 13) Fill all nail holes where hanger is in contact with lumber. 14) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MTek's ST -TOENAIL Detail. 15) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). j CIVIL\P 16) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. OFC LOAD CASE(S) Standard March 21,2016 ® WARNING - verity design parameters and READ NOTES ON THIS AND INCLUDED WrEK REFERENCE PAGE I111I-7473 rev. 10/09/4015 BEFORE USE. Design valid for use onlywith MiTek® connectors. This design is based only upon parametersshown, and is for on individual building component, not • a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall Ma building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUYPll Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite tog Citrus Helithts. CA 95610 Job Truss Truss Type - Qty Ply Avila a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design into the overall R48B56978 1601024 J13 Roof Special Girder 1 •. 1 7777 Greenback Lane ' Suite 109 Job Reference (optional) . SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 Mrrek Industries, Inc. Mon Mar 2105:22:36 2016 Page 2 ID:VKctWI �gOkNgUKuzQBjsEzdl3w-DzcCe7moEXLjE2kACL7H29fNxQgP X RbQnyLgzYnPn LOAD CASE(S) Standard 1 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -C=-80, C -D=-80, E -G=-20 Concentrated Loads (lb) Vert: K= -38(B) L= -46(B) y r } .. .' a BUTTE 1 E V®UIlly 1 S r BUILDING DIVISION ' APPOVE® Job Truss Truss Type - Qty Ply Avila a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design into the overall R48B56978 1601024 J13 Roof Special Girder 1 •. 1 7777 Greenback Lane ' Suite 109 Job Reference (optional) ® WARNING - Ved1y design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE. *�*R Design valid for use onty with MTek® connectors. This design is based onty upon parameters shown, and is for an individual building component, not [gip a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing F , MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Cdtedo, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. ® WARNING - Ved1y design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE. *�*R Design valid for use onty with MTek® connectors. This design is based onty upon parameters shown, and is for an individual building component, not [gip a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Cdtedo, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Suite 109 Citrus Hei hta CA 95810 v 4 e Job- _t Truss h . . e Qty Ply Avila • �• �TrussType 'Design system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall s • building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing > ' � a 846656979 _ 1603024 J14 Roof Special , � 1 • 1 ' Plate Grip DOL -1.15 ' =.TC • 0.22 VertLL -0.01 F -I >999 ` 240' " ' SYSTEMS PLUS LUMBER CO, ANDERSON, CA - Job Reference (optional) } i.. •. ,_ .,,' 3-6-12 - _ 8-0.0 •. _ 1 345-12 4 - 2-Ld - Plate Offsets (X,Y)— [B:0-5-4,0-0-41 ii�•��` LOADING (psf) 'Design system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall s • building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing > ' MiTek" TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow=30.0) ` Plate Grip DOL -1.15 ' =.TC • 0.22 VertLL -0.01 F -I >999 ` 240' " ' SYSTEMS PLUS LUMBER CO, ANDERSON, CA . . ' •. TCLL 10.0 * Lumber DOL ' . 1.15, BC- 0.10 7.840 s Sepp 29 2015 MRek Industries, Inc. Mon Mar 21 05:22:38 2016 Page 1 I0:VKctW1 rgOkNgUKuzQBjsEzd13w-DzcCe7moEXLjE2kACL?H29fSkQiM—ZiRbOnyLgzYnPn -8-0 +•: Rep Stress Incr YES • 3-6-12 - r 3-11.11 6-0-0 - - 1.8.0 ^ 3.8.12 s Weight: 27 Ib FT = 20% } - •• 0-4-15 2.0.5 + , , 1 LUMBER- r BRACING- k! - _, • ... - • - a - + ; WEBS 2x4 OF Stud/Std G i ' • _ BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing., r �:. ' . Scale = 1:17.1 `,• MiTek recommends that Stabilizers and required cross bracing 'r•` be installed during truss erection, in accordance with Stabilizer • • ' , T `(Ib/size)' .T *, 4x8 REACTIONS. B=463/0-5-8, E=313/Mechanical ••t.. f Max UpliftB=-84(LC 10), E=-57(LC 7) r' ` )` Max Grav B=682(LC 26), E=343(LC 25) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. , _ e_ - O BUTTE • 1 TOP CHORD B -C=-437/56 o� �.�., 1 � J 1 ` COUNTY •' • BOT; CHORD B -F= -63/305,E -F=-66/298 WEBS C -E=-383/71 r iv D V ����®�n,� DIVISION e' . NOTES- (13) r . y 1) Wind: ASCE 7-10; VuR=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25tt; Cat. II; Exp C; enclosed; MWFRS APPROVED PPROVED ' ,, (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=30.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 1,' t ; 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 30.0 psf on overhangs non -concurrent with other live loads. '' • " `. r • 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. FESS/O Nql t• OQ�O 0 N I 0 a� 8) A rating reduction of 20% has been applied for the lumber members. ` ti • r 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) B, E. J C 76428 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. -' e.00 12 - z • 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 174 Ib down and 103 Ib u. at Q - 3-8-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9 1, f • 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. * LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 civil -�P 1, - OF P& ,! '. :, � ' J � . •. f , { • t ,, 11Aarr•h 71 7f11R LJ ••A� ''o :'I..F •' •.. .. E - i`• ` . j 2x4 .. ` 3x5 =. • ...1. 3x4 = r2 i.. •. ,_ .,,' 3-6-12 - _ 8-0.0 •. _ 1 345-12 4 - 2-Ld - Plate Offsets (X,Y)— [B:0-5-4,0-0-41 ii�•��` LOADING (psf) 'Design system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall s • building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing > ' MiTek" TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow=30.0) ` Plate Grip DOL -1.15 ' =.TC • 0.22 VertLL -0.01 F -I >999 ` 240' " MT20 220/195 . . ' •. TCLL 10.0 * Lumber DOL ' . 1.15, BC- 0.10 Vert(TL) -0.01 F -I ,>999 180 j' BCLL 0.0.' +•: Rep Stress Incr YES • WB 0.09 Horz(TL) 0.00 E ' n/a n/a r' . • Code IBC2012/TP12007 (Matrix -M) s Weight: 27 Ib FT = 20% BCDL 10-0 ' 1 LUMBER- r BRACING- k! TOP CHORD 2x4 DF No.1&Btr G , TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals. + ; WEBS 2x4 OF Stud/Std G i ' • _ BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing., r MiTek recommends that Stabilizers and required cross bracing 'r•` be installed during truss erection, in accordance with Stabilizer • • ' , T `(Ib/size)' Installation guide. t REACTIONS. B=463/0-5-8, E=313/Mechanical Max Horz B=78(LC 42) f Max UpliftB=-84(LC 10), E=-57(LC 7) r' ` )` Max Grav B=682(LC 26), E=343(LC 25) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. , _ e_ - O BUTTE • 1 TOP CHORD B -C=-437/56 o� �.�., 1 � J 1 ` COUNTY •' • BOT; CHORD B -F= -63/305,E -F=-66/298 WEBS C -E=-383/71 r iv D V ����®�n,� DIVISION e' . NOTES- (13) r . y 1) Wind: ASCE 7-10; VuR=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25tt; Cat. II; Exp C; enclosed; MWFRS APPROVED PPROVED ' ,, (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=30.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 1,' t ; 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 30.0 psf on overhangs non -concurrent with other live loads. '' • " `. r • 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. FESS/O Nql 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. OQ�O 0 N I 0 a� 8) A rating reduction of 20% has been applied for the lumber members. ` ti plate green 9) Refer to girder(s) for truss to truss connections. a �� tV 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) B, E. J C 76428 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. -' - z 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 174 Ib down and 103 Ib u. at Q - 3-8-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9 1, �y EXP. 12/3112016 m • 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. * LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 civil -�P 1, - OF P& ,! '. :, � ' J � . •. f , { • t ,, 11Aarr•h 71 7f11R ® WARNING - verrry, design parameters and READ NOTES ON THIS AND INCLUDED M"EK REFERENCE PAGE M 1.7473 rev. 10/03/!016 BEFORE USE. • R I. ., Design valid for use any with MOek9 connectors. This design is based only upon parameters shown, and Is for an individual building component, not r • -e �• ii�•��` ' 'Design system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall s • building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing > ' MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage.' For general guidance regarding the , t fabrication, storage, delivery, erection and bracing of trusses and truss systems, see - ANSI/TPIi Quality Criteria, DSB-89 and BCSI Building Component • t r 7777 Greenback Lane ' • , Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - - Suite 109 Citrus Heights, CA 95610 Job Truss - Qty Ply Avila. ]TrussTypIe- ... . o, i - is r: j LOAD CASES) Standard" ', , . - R46856979 1603-024 "+ J14 - Roof Special • 1 1 - ;1 t` ; _ b' Reference o tional ®WARNING - vertry design parameters and READ NOTES ON THIS AND INCLUDED MI TEK REFERENCE PAGE MI -7473 rev. 10/07,2015 BEFORE USE _ Design valid for use only with Mirek® connectors. This design is based only upon parameters shown, and Is loran Individual building component, not ' 4 a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall �• - building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.. Additional temporary and permanent bracing MiT®k• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the • - fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component r 7777 Greenback Lane ' Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. t. Suite 109 , ,( Citrus Hei hts CA 95610 " - SYSTEMS PLUS LUMBER CO, ANDERSON, CA +�ID:VKctWt_rgOkNgUKuzQBjsEzdl3w-hgAasTmQ?rTasCJMm3XWbNCdUp2bjOyag4VWtbzYnPm - • 7.640 s Sep 29 2015 MITek Industries, Inc. Mon Mar 2105:22:37 2016 Page 2 is r: j LOAD CASES) Standard" , Uniform Loads (plf) r .t ;1 t` Vert: A -C=-80, C -D=-80, E -G=-20 Concentrated Loads (Ib) 1. Vert: C=-71 , J .. .rid ° • / , • r s a 14 � r - - f � .f - , •. .. i, 4� r e' _- �` � ; ' • pry- BUTTECOUNTY �•gTY 'BUILDING DIVISION APPROVED Jar { t 1{'; � �,i ' 31 •• _ • � r � t •r , ' � ri l � ` •' • • ®WARNING - vertry design parameters and READ NOTES ON THIS AND INCLUDED MI TEK REFERENCE PAGE MI -7473 rev. 10/07,2015 BEFORE USE _ Design valid for use only with Mirek® connectors. This design is based only upon parameters shown, and Is loran Individual building component, not ' 4 a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall �• - building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.. Additional temporary and permanent bracing MiT®k• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the • - fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component r 7777 Greenback Lane ' Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. t. Suite 109 , ,( Citrus Hei hts CA 95610 Job - Truss Truss Type Qty Ply �. Avilaf a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall r building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing .. ' ' R46856980 1603.024 315 '• ' Jack -Open �, • � 1 Sulte 109 • SYSTEMS PLUS LUMBER CO, ANDERSON, CA • 7.640 s Sep 29 2015 MTek Industries, Inc. Mon Mar 2105:22:37 2016 Page 1 - ` • t n . - + ^ -1.8.0 ' .. •�-. - �. 1�-0 - - 8-0-0 •• Job Reference (optional) ® WARNING - VerHy design parameters and READ NOTES ON THIS AND INCLUDED WrEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE • Design valid for use only with MTek® connectors. This design is based only upon parameters shown• and is for on Individual building component, not - a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall r building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing .. ' ' MST®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the • fabrication, storage. delivery, erection and bracing of trusses and truss systems, see . ANSI/fPll Quality Criteria, DSB-89 and SCSI Building Component . + - _ 7777 Greenback Lane • Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Sulte 109 • SYSTEMS PLUS LUMBER CO, ANDERSON, CA • 7.640 s Sep 29 2015 MTek Industries, Inc. Mon Mar 2105:22:37 2016 Page 1 ' ID:V KctW1_rgOkNgUKuzQBjsEzdl3w-h9AasTmQ?rTasCJMm3XWbNCaspxFjl Jag4VWtbzYnPm ` • t n . - + ^ -1.8.0 ' .. •�-. - �. 1�-0 - - 8-0-0 •• .. i _ •-• } , .` _ y , • y + I Scale = 1:20.9 - 1 .' tom'• t V • .. +;7 . w C r- � ylr.•''+• � -r •� � e - . •- - , 6.00 12- - t • •, . �._� r .� ., � �.. • - • ',., T i , �' •.acv. '� fir. ,1 •S i 1 •' --. A• '. 1, •' .,c �.. r,. v ... ,• _ • _ .. _i . . 3x5 + t .'� I I - ., ... I • . .6.0.0-O - B -D +; LOADING (psf)' .. TCLL 30.0 +. SPACING- :2-0-0 CSI. DEFL. in (loc) Ildefl . ' Ud PLATES GRIP _ ` (Roof Snow=30.0) !i Plate Grip DOL 1.15 { TC 0.39 Vert(LL) -0.03 D -G' >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC '0.57 _ Vert(TL) -0.10 D -G >683 180 r BCLL 0.0 ' Re Rep Stress Incr YES WB 0.00 > Horz(TL) . 0. ' 01 B n/a n/a 4' BCDL i+ 10.0 Code IBC2012/TPI2007 (Matrix -M) . w Weight: 20 Ib FT = 20% LUMBER- 7 BRACING= t . TOP CHORD 2x4 DF No. 1&Btr G < TOP CHORD `' Structural wood sheathing directly �' applied or 60-0 oc purlins. _ BOT CHORD 2x4 DF Stud/Std G i y +1 : BOT CHORD ` Rigid ceiling directly applied or 10-0-0 oc bracing. fr 3 • x•. sz MiTek recommends that Stabilizers and required cross bracing r 4 • r ' be installed during truss erection, in accordance with Stabilizer r' j Installation guide. REACTIONS. (Ib/size) C=180/Mechanical; B=480/0-5-8, D=54/Mechanical s • r < Max Horz 6=135(LC .10) ; e t � • . Max UpliftC=-75(LC 10), B=-56(LC 10) _ - •' ,• Max Grev C=219(LC 17), B=500(LC 17), D=90(LC 5) ` FORCES. (lb) - Max. Comp./Max. Ten. - All forces 2'50'(1b) or less except when shown. "+ ) Wind: ASCE?-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6,Opsf; h=25ft; Cat. II fExp C; enclosed; MWFRS ` - ,NW ®. BUTTE �� cj®u (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=30.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1, A _ n I �� I DIVISION �� O �N 3) Unbalanced snow loads have been considered for this design. t - ' 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 30.0 psf on overhangs non -concurrent with other live loads. APPROVED , 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1t r 6) *.This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-60 tall by 1-0-0 wide will f . 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. �' r 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) C, B. O ESSIO/v 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.<;QN 12) WARNING: Engineering is is fabricated C` �O C�2 void unless truss by Systems Plus Lumber Co- ti r� ' �� Cc�2Ctt1 r ., t `, c� C 76428' z rn ' 1. • . r _, Cr r ' r r • 4 EXP. 12/31/2016 ^� . . CIV1� • •,, ,� _` , FOFCA�kF �s� , • ; - • March 21 2016 ® WARNING - VerHy design parameters and READ NOTES ON THIS AND INCLUDED WrEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE • Design valid for use only with MTek® connectors. This design is based only upon parameters shown• and is for on Individual building component, not - a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall r building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing .. ' ' MST®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the • fabrication, storage. delivery, erection and bracing of trusses and truss systems, see . ANSI/fPll Quality Criteria, DSB-89 and SCSI Building Component . + - _ 7777 Greenback Lane • Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Sulte 109 - -- citrus Helithts. CA 95610 Job Truss Truss Type Qty Ply Avila SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP (Roof Snow=30.0) R46B56981 1603.024 Jib Jack -Open 3 1 BC 0.49 Vert(TL) -0.09 E -H >752 .180 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MI7ek Industries, Inc. Mon Mar 2105:22:37 2016 Page 1 ID:VKctW1 _rgOkNgUKuzQBjsEzdl 3w-h9AasTmQ7rTesCJMm3XWbNCcnpyUjl Jag4VWtbzYnPm r -1-60 8-0.0 —r 1, -is- 1-6-0 8.0.0 1-8-15 3x5 I$ Scale = 1:25.4 LOADING (ps' • Design valid for use only with Mnek® connectors. This design Is based only upon parameters shown, and B for an Individual building component, not TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.26 Vert(LL) 0.03 E -H' >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.49 Vert(TL) -0.09 E -H >752 .180 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 B n/a n/a tarn! �n n Code IBC2012/TP12007 (Matrix -M) Weight: 26 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.18Btr G TOP CHORD BOT CHORD 2x4 DF Stud/Std G WEBS 2x4 DF Stud/Std G BOT CHORD REACTIONS. (Ib/size) D=-22/Mechanical, E=440/Mechanical, B=433/0-5-8 Max Horz B=146(LC 7) Max UpliftD=-22(LC 1), E=-123(LC 10), B=-36(LC 10) Max Grav D=5(LC 10), E=513(LC 17), B=437(LC 17) Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD C -E=-462/146 BUTTE 1 'T COUNTY � I �'�'�® NOTES- (11) ©U 1 TEiJ®1,JeI (V�1 (i�{�' 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; MWFRSBUILDING ®� V V bJ e V (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; ads h0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 �� �\ / Q" 3) Unbalanced snow loads have been considered for this design. �tlp' ��/0 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 30.0 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. ,af ESS/O/Vq 8) Refer to girder(s) for truss to truss connections. OQ 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) D, B except (A O N I O=1b) �� �� E=123. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. [C/ 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. CC 76428 Z 0 Cr EXP. 12/31/2016 * . . /J C March 21,2016 ® WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 601.7473 rev. 10IM015 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, not a truss system. Before use. the building designer must verity the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSIITP11 Quality Critedo. DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss TypeQly SPACING- 2-0-0' Ply Avila - - - ' Plate Grip DOL 1.15 TC 0.35 ' Vert(LL) -0.09, H-1 >999 240 R46856982 1603.024 J18^ Root Special Girder 1 2 Job Reference (optional) . .. JYbItMb VLUb LUMCCKIU, , ANUCKJVrv, Ur ..-.____ • . ID:VKctWt rgOkNgUKuzQBjsEzdl3w-eXILH9ohXSjl5WiItTZ_go-HxOdeOBgRtH07cxUzYnPk ,A_ 1 35.4 8.10.3 '^ 10.7-8 14-6-8 ti 3-5.4 o-6-0 2-10.15 3.9-0- 3-11-0 Scale = 1:25.4 ' t NAILED • - 4x8 \\ - ....., f- NAILED C _ 2x4 II 4x8 = - 3x4 I I 1 A 2x4 II 4x8 = 2x4 II' u 3x6 = r NAILED • ,C 3x8I , JUS24 6.10-3 10-7-8 ' 14-6-8 r' 3-54 34_15 4-44 3-111-0 r LOADING (psf) SPACING- 2-0-0' CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0. ' Plate Grip DOL 1.15 TC 0.35 ' Vert(LL) -0.09, H-1 >999 240 MT20 ' 220/195 • (Roof Snow=30.0) Lumber DOL 1.15 BC 0.46 Vert(TL) -0.17 H-1, >999 180 -TCDL 10.0 Rep Stress Incr NO WB 0.47 Horz(TL) 0.04, G n/a Na BCLL r ' Code IBC2012/TP12007 (Matrix -M) Weight: 127 Ib FT = 20% BCDL 10.0 1 BRACING- - ' -TOP CHORD 2x4 DF No'1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except -TOP BOT CHORD 2x4 DF No.1&Btr G end verticals. WEBS 2x4 OF Stud/Std G t BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing. i REACTIONS. (Ib/size) A=1716/04-0, G=2110/0-5-8 ' - c Max Horz A=76(LC 7) _ Max UpliftA=-332(LC 7), G=-489(LC 7) Max Grav A=1770(LC 24), G=2446(LC 24) .f 'FORCES: (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-3486/687, B -N=-4825/1010, N -O=-4825/1010, D-0=4825/1010, D -E=-4825/1010, + F -G=-252/48 BOT CHORD A -P=-673/3149, J -P=-673/3149, J -Q=-673/3130, Q -R=-673/3130, 1-R=-673/3130, ^ BUTTE COUNT I -S=-806/3919, S -T=-806/3919, H -T=-806/3919, H -U=-806/3919, U -V=-806/3919, ' [� n) @\ ��1 2. J (� (� f'. V -W=-806/3919, G -W=-806/3919 LJ®� DiVISION WEBS B -J=-7/278, B -I=-435/1917, D-1=-492196, E -I=-254/996, E -H= -153/817,.E -G=-4155/846 _ 1 V E V! �.! 0 V NOTES- (18)� •L: • ' APPROVE[ 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. , Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. , Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. t 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply ,• - ^ Connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 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 �F ESSION 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 loads have been for this design. • • Q� 114 ON 1 0 ti 5) Unbalanced snow considered (`15) �� y 6) Provide adequate drainage to prevent water ponding. ' 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - Gj 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 ; C -)Q C 76428 Z fit between the bottom chord and any other members. " 9) A plate rating reduction of 20% has been applied for the green lumber members. Q • EXP. 12/3112016 .'110) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 0=1b) A=332, 3 . G=489. r I I I • - , . _ 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Use USP JUS24 (With 10d nails into Girder & 10d nails into Truss) or equivalent at 13-11-4 from the left end to connect truss(es) to J C V 1L front face of bottom chord, skewed 0.0 deg.to the right, sloping 0.0 deg. down. - 9r 13) Use USP JUS24 (With 1 Od nails into Girder & 10d nails into Truss) or equivalent at 1-11-4 from the left end to connect truss(es) to • back face of bottom chord. 14) Use USP JUS24-2 (With 16d nails into Girder & 16d nails into Truss) or equivalent at 13-0.0 from the left end to conned truss(es) to March 21 2n16 om chord. -- - — — ® WARNING - Veft design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MI -7473 rev. tW03RO15 BEFORE USE. Design valid for use only vvith M-reW connectors. This design is based only upon parameters shown, and is for an individual building component. not • a two system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall ■ building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing " MST®k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component - 7777 Greenback Lane Safety Inlormatlon available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 222.314. - ' Suite 109 ` • Citrus Hei s CA 95610 Job Truss Truss Type Qty Ply Avila a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design into the overall - 846856982 - 7803-024 J78 Roof Special Girder - 1 7777 Greenback Lane Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.840 s Sep 29 2075 MITek Industries, Inc. Mon Mar 2105:22:39 2016 Page 2 ID:VKclW1_rgOkNgUKuzQBisEzdl3w-eXILH9ohXSj15WTItTZ_goHxOdeOBgRIH07c� UzYnPk NOTES- (18) 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) 427 Ib down and 147 Ib up at 5-11-4, and 427 Ib down and 147 Ib up at 7-11-4, and 427 Ib down and 147 Ib up at 9-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 18) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -B=-80, B -C=-80, B -F=-80, G -K=-20 Concentrated Loads (lb) Vert: 8=-26(B) N= -56(B) P=-302(8) Q= -18(B) R=-427 S=-427 T=-427 U= -184(F) V=-182(8) W= -310(F) N o - 1 r r. . �A r BUTTE C®Ui BUILDING DIVISION AP��D ® WARNING - Vedry design parameter: tW and READ NOTES ON THIS AND INCLUDED TPK REFERENCE PAGE MI.7473 mv. 1010312015 BEFORE USE. �A Design valid for use only with Mlfek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not BUTTE C®Ui BUILDING DIVISION AP��D ® WARNING - Vedry design parameter: tW and READ NOTES ON THIS AND INCLUDED TPK REFERENCE PAGE MI.7473 mv. 1010312015 BEFORE USE. Design valid for use only with Mlfek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems. see ANSI/17I1 Quality Criteria, DSB-89 and SCSI BuOding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. - Suite 109 Citrus Hel hts CA 95610 Job .2 4-8-2 [D:0-3-8,0-2-8], [G:0-4-0,0-5-12], [H:0-3-8,0 3-95 4], [I:0-6-0,0-1-8] Truss Type Qty PlyT3eference a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall . - 77Truss •_' I - is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria. DSB-89 and SCSI Building Component Y 81603-024 J19 ROOF SPECIAL GIRDER 1 GRIP (optional) OT,IrCMJ 11u. -=n VU,—UCKAUN. l:H - /.ti4u S `,iep Ltl LU1J M1 eK Inau.ma, mc. Man Mar Ll uo:LL:41 Lulu F'aaa 1 • . ID:VKclW1 rgOkNgUKuzQBdsEzdl3wawQ5hggx34zOKpd87ubSIDME6QHSfegAliUIOMzYnPi .6-3-4 10-0-6 14.8-8 Y _ 3-8-1 , 2.1-11 0-58 3-9-2 Scale = 1:26.9 NAILED 6x8 i • 3x4 II + NAILED i < HUS28 HUS26 ' ' 6xB M18SHS = 1 r HUS26 si 3-8-1 - 5-8.4 6.34 1D-0-6 14.6-8 Plate Offsets (X,Y)— [A:0-5-0,0-2-141, [C:0-3-0,0-2-12], .2 4-8-2 [D:0-3-8,0-2-8], [G:0-4-0,0-5-12], [H:0-3-8,0 3-95 4], [I:0-6-0,0-1-8] Max UpliftA=-71 O(LC 10), F=-872(LC 7) ' LOADING (psf) } Max Grav A=7750(LC 25), F=9822(LC 24) a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. .. TOP CHORD A -L=-14361/1340, B -L=-14311/1351, B -C=-12664/1238, C -M=-10571/1007, - is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria. DSB-89 and SCSI Building Component Y A G -R=-1152/11372, G -S=-1039/10571, S -T=-1039/10571, F -T=-1039/10571 WEBS B-1=-153/2105; D -G=-395/5655, D -F=-1231811188, C -H=-353/4768, B -H=-1525/141, 4r - CSI.DEFL. ,z (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC , 0.56 Vert(LL) -0.09 G -H >999 240. MT20 220/195 i < HUS28 HUS26 ' ' 6xB M18SHS = 1 r HUS26 si 3-8-1 - 5-8.4 6.34 1D-0-6 14.6-8 Plate Offsets (X,Y)— [A:0-5-0,0-2-141, [C:0-3-0,0-2-12], .2 4-8-2 [D:0-3-8,0-2-8], [G:0-4-0,0-5-12], [H:0-3-8,0 3-95 4], [I:0-6-0,0-1-8] Max UpliftA=-71 O(LC 10), F=-872(LC 7) ' LOADING (psf) } Max Grav A=7750(LC 25), F=9822(LC 24) a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. .. TOP CHORD A -L=-14361/1340, B -L=-14311/1351, B -C=-12664/1238, C -M=-10571/1007, - is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria. DSB-89 and SCSI Building Component ' TCLL 30.0< SPACING- 2-0-0 G -R=-1152/11372, G -S=-1039/10571, S -T=-1039/10571, F -T=-1039/10571 WEBS B-1=-153/2105; D -G=-395/5655, D -F=-1231811188, C -H=-353/4768, B -H=-1525/141, 4r - CSI.DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC , 0.56 Vert(LL) -0.09 G -H >999 240. MT20 220/195 • TCDL 10.0 Lumber DOL 1.15 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 BC 0.61 Vert(TL) -0.20 G -H >872 180 M18SHS 220/195 BCD 0.0 ' Rep Stress Incr NO Q� q( F2 WB 0.87 Horz(TL) 0.05 F nla n/a L 10.0 Code IBC2012/TPI2007 plates are plates unless otherwise indicated. (Matrix -M) + Weight: 268 Ib FT = 20% LUMBER- _JC OfZ BRACING- - 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 TOP CHORD 2x4 OF No. 1&Btr G : TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, except BOT CHORD 2x8 OF SS 10) A plate rating reduction of 20% has been applied for the green lumber members. end verticals. ' WEBS 2x4 OF Stud/Std G T CjVII �Q BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 13) Use USP HUS28 (With nath into Girder & 16d nails into Trud or equuiivale t spaced 2-0-0 oc max. starting at 1-11-4 from the REACTIONS. (Ib/size) A=7561/0-4-0 F=9665/0-5-8 - left end to 5-11-4 to conned truss(es) to front face of bottom chord. " 14) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 2-0-0 oc max. Starting at 7-11-4 from the , , _ , na nn4� ' Max Horz A=107(LC 7) 1 ' Max UpliftA=-71 O(LC 10), F=-872(LC 7) Design valid for use only with Mfrek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not } Max Grav A=7750(LC 25), F=9822(LC 24) a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. .. TOP CHORD A -L=-14361/1340, B -L=-14311/1351, B -C=-12664/1238, C -M=-10571/1007, - is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria. DSB-89 and SCSI Building Component _ M -N=-1 0 571/1 0 --1057121007, E -F=-309140 BOTCHORD A -Q=-1231112800, I -Q=1231112800, H-1=-12311128 00, H -R=-1152/11372, BUTTE COUNTY aU,Y G -R=-1152/11372, G -S=-1039/10571, S -T=-1039/10571, F -T=-1039/10571 WEBS B-1=-153/2105; D -G=-395/5655, D -F=-1231811188, C -H=-353/4768, B -H=-1525/141, 4r - U®, ®p �� 'ION C -G=-1167/166 NOTES -(18) APPROVED � 1) 3 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. # Bottom chords connected as follows: 2x8 - 3 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - t row at 0-9-0 oc, Except member H -C 2x4 - 2 rows staggered at 0-6-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS ()FESS/ON (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=30.0 (flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 1 Q� q( F2 psf 5) Unbalanced snow loads have been considered for this design. �� ��ON10 y 6) Provide adequate drainage to prevent water ponding. 7) All MT20 plates are plates unless otherwise indicated. v 76428 � B) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. _JC OfZ 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 EXP. 12/31/2016 T chord and any other members. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 0=1b) A=710, :' F=872.12) "Semi-rigid heele' Member fixity T CjVII �Q pitchbreaks end in the s and design of this truss.��FOF 16d ils ss) iat 13) Use USP HUS28 (With nath into Girder & 16d nails into Trud or equuiivale t spaced 2-0-0 oc max. starting at 1-11-4 from the CAL - left end to 5-11-4 to conned truss(es) to front face of bottom chord. " 14) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 2-0-0 oc max. Starting at 7-11-4 from the , , _ , na nn4� 4 to conned truss es to front face of bottom chord. Mai VI I e- 1, e -u I v ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED BOTEK REFERENCE PAGE 1101.7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with Mfrek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not � ] a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITBk• ' - is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria. DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 ' Citrus Heights, CA 95610 ,h s � Job Truss, ITrussType JQty Ply • Avila e t • '. - R46856983 180&024 J 1 9 • STS r tM5 rWb LUMULK cV, ANULK5UN, GA _ - - _ - 7.540 s sep 29 2015 MITeK Inaustrles, Inc. Mon Mar 21 05:22:41 2016 Page 2 1 (18) u ID: VKctW1 _rgOkNgUKuzQ BjsEzd 13w-awQShggx34zOKpdB?ubSIDME6QH SfegAlilLOMzYnPi NOTES r `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) 408 Ib down and 136 Ib up at 5-11-12, and 409 Ib down and 136 Ib up at rr ' 7-11-4, and 409 Ib down and 136 Ib up at 9-11-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 18) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASES 1 I 1 Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -C=-80, C -E=-80, A -F=-20 ,. f Concentrated Loads (lb) h4 r Vert: C=-367 1=-1909(F) D=-367 G= -2168(F) H= -1909(F) M=-367 0=-124(8) 6=•1909(F) R= -2270(F) S_= -2187(F) T= -2208(F) - „ e J r, 'BUTTE COU'"TY" 'BUILDING DiVISION - ,, { it r1 ',r ., i `- i ,' "l � • I - ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED HTEK REFERENCE PAGE AVI.7473 rev. 10/09/2016 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 4 a truss tem. Before use. the building designer must vert the applicability of design sys g g ry pp ty g parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing o MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component t, 7777 Greenback Lane • Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. , Suite 109 ' Citrus Helphts, CA 95610 . .. ' ROOF SPECIAL GIRDER"` �- � 1 . 3 ' Job Reference (optional) • STS r tM5 rWb LUMULK cV, ANULK5UN, GA _ - - _ - 7.540 s sep 29 2015 MITeK Inaustrles, Inc. Mon Mar 21 05:22:41 2016 Page 2 1 (18) u ID: VKctW1 _rgOkNgUKuzQ BjsEzd 13w-awQShggx34zOKpdB?ubSIDME6QH SfegAlilLOMzYnPi NOTES r `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) 408 Ib down and 136 Ib up at 5-11-12, and 409 Ib down and 136 Ib up at rr ' 7-11-4, and 409 Ib down and 136 Ib up at 9-11-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 18) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASES 1 I 1 Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -C=-80, C -E=-80, A -F=-20 ,. f Concentrated Loads (lb) h4 r Vert: C=-367 1=-1909(F) D=-367 G= -2168(F) H= -1909(F) M=-367 0=-124(8) 6=•1909(F) R= -2270(F) S_= -2187(F) T= -2208(F) - „ e J r, 'BUTTE COU'"TY" 'BUILDING DiVISION - ,, { it r1 ',r ., i `- i ,' "l � • I - ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED HTEK REFERENCE PAGE AVI.7473 rev. 10/09/2016 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 4 a truss tem. Before use. the building designer must vert the applicability of design sys g g ry pp ty g parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing o MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component t, 7777 Greenback Lane • Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. , Suite 109 ' Citrus Helphts, CA 95610 Job Truss Truss Type Qty Ply Avila �- TCLL 30.0 SPACING- 2-0-0 CSI. 846856984 1603-024 J20 Jack -Closed 2 1 1 Vert(LL) -0.00 G >999 240 MT20 220/195 TCLL 10.0 Lumber DOL Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7. gUKs840 Sepp 29 2015 MRek Industries, Inc. Mon Mer 2105:22:42 2018 Page 1 ID:VKctW1 rgOkNuzQBjS zdl3w-26 TvAgZgN6tyzBKZc6hlQvUDqizOHYJzMEGYpzYnPh 1-6-0 2-0-0 SUPPORT BY OTHERS --_C Scale a 1:10.9 LOADING (psi) Design valid for use only with Mnek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �- TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.22 Vert(LL) -0.00 G >999 240 MT20 220/195 TCLL 10.0 Lumber DOL 1.15 BC 0.28 Vert(TL) -0.01 D -G >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 B n/a n/a Code IBC2012ITP12007 (Matrix -M) Weight: 8 Ib FT = 20% BCDL 0 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 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) B=277/0-5-8, D=43/Mechanical Max Horz B=57(LC 10) Max Uplift B=-47(LC 10), D=-7(LC 7) Max Grav B=407(LC 16), D=58(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (11) 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=30.0 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 30.0 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, D. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Qc,OFESS/ONgI ONIO y�'p2c2 Q C 76428 z � o * EXP. 12/31/2016 m s'T CIVIL OFCAUFO� March 21,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2016 BEFORE USE. Design valid for use only with Mnek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �- a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse vvith possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 ',j y i ♦ SYSTEMS PLUS LUMBER CO, ANDERSON, CA _ _ 7.640 s Sep 29 2015 MRek Industries, Inc. Mon Mar 2105:22:43 2016 Page 1 • ID:VKctWt_rgOkNgUKuzDBjsEzdl3w-WJXs6WrBbhEka7mW6JdwreSgpElp7dSTCOzp5FzYnPg a q • • 3' - f * 1 3-8-15 B-0.0 n. ' s. 3-8.15 - / 2-3-1, - - i ' ?• - . NAILED / .� _ Scale = 1:14.9 r+• l • a �, 2x4 I I 8.00 12• + f j•.. 1 1 r 4;0 1 ,.. • `S , - - - , HUS26 _ 3x1.0 II HUS28 +< • "w' - '. + ' — . Special . • Special- Y 4x8 — 4X5 -- f i • 3-8.15 6.0.0 '~ 7-8-15 Plate Offsets (X,Y)- [A:0-1-0,0-0-11, [B:0-3-8,Edgel " ` LOADING,(psf) o SPACING- 2-0-0 CSL ' �DEFL. in (lac) alldefl . , Ud PLATES. GRIP ' TCLL. . 30.0) " Plate Grip DOL 1.15 TC ^ 0.17 ' Vert(LL) -0.02 E -G >999 240 MT20 220/195 (Roof Snow=30.0) Lumber DOL ' 1.15 • BC .0.36 Vert(TL) -0.04 E -G >999' ' 180 BCL-': TCDL 10.0 ' w iRep Stress Incr NO WE; 0.47. HOrz(TL) . 0.01 D nla n/a ` 0 0 'Code IBC2012ITP12007 (Matrix -M) C , Weight: 57 lb. FT = 20% ' LUMBER= ' BRACING - TOP CHORD '2x4 OF No.1&Btr G { �' TOP CHORD.. Structural wood sheathing directly applied or 6-0.0 oc purlins, except BOT CHORD 2x6 OF SSG _ �' end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. + REACTIONS. (ib/size)` A=1533/0-5-8, D=1627/Mechanical I`•. ' Max Horz A=59(LC 7) 1 •� " - _ y Max UpliftA=-173(LC 10), D=-186(LC 7) •• + _ _ . r •' . �����COUNT � A e� +: • Max Grav A=1652(LC 25), D=1665(LC 24) + j BUILDING DiVISI( ` FORCES. (Ib) -Max. Comp.IMax. Ten. -All forces 250 (Ib) or less except when shown.' * '• {" � ', • , TOP CHORD A -B=-2489/269 . ' APPROVE[ BOT CHORD A -I=-253/2273, E -I=-253/2273, E -J=-234/2070, D -J=-234/2070 ' e WEBS B -E=-219/2130, B -D=-2550/285 rNOTES. (16) 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: + ^ ` 1 ^ • +y , 1 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. • a Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. y - 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=1 iOmph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS s (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--30.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= t a 5) Unbalanced snow loads have been considered for this design. ESS 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.. �� �( ON (0 y F1 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-60 tall by 1-0-0 wide will fit between the bottom chord and any other members. c7 9) A plate rating reduction of 20% has been applied for the green lumber members. 1 + U m X C 76428 �' 10) Refer to girders) for truss to truss connections. � ^' • _ .I � Z � 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) except 0=1b) A=173,` D=186. + " . EXP. 12/311'2016 .m 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. ' 13) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 4-0-12 to connect truss(es) to front face of bottom chord. ` civil- 14) iv1l-14) Fill all nail holes where hanger is in contact with lumber. '9 15) "NAILED" indicates 3-10d (0.148" xW) or 2-12d (0.148•'x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. • T �FOF CiAL\F�� \ - 16) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ' Job Truss. Truss Typealy � Ply Avila • - ,, , :.• ` .- ' 1 i •. � 848856905 1603-024 J22 . s Hell Hip Girder MiT®k• �" Job Reference (optional) . ndard , „vraia.n c r,cv ry . ® WARNING - Verify design parameter; and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 11171-7473 rev. 10/09/2016 BEFORE USE. Design valid for use only with Mirek® connectors. This design Is based only upon parameters shown, and 6 for an Individual building component, not - - a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall -�• • . building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing , MiT®k• ' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the _ • • - • fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII QualBy Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane ' Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. - Suite 109 - Citrus Heights, CA 95610 Job Truss Truss Type 1603-024 J22 Half Hip Girder SYSTEMS PLUS LUMBER CO, ANDERSON, CA LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plo Vert: A -B=-80, B -C=-80, A -D=-20 Concentrated Loads (lb) Vert: 8= -12(B)1= -1323(F=-1103, B= -219)J= -1240(F=-1103,8=-137) r Qty PlyAvila R46856985 1 2 Job Reference (optional) 7.640 s Sep 29 2015 MITek Industries, Inc. Mon Mar 21 05:22:43 2016 Page 2 ID:VKctWt rgOkNgUKuzQBjsEzdl3w-WJXs6WrBbhEka7mWGJdwreSgpElp7dSTCOzp5FzYnPg ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MI -7473 rev. 10/0312016 BEFORE USE. R Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual bullding component, not e a truss system. Before use. the building designer must verify the applicability of design parameters and property Incorporate this design into the overall ' building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Hel Ala CA B56f0 Job Truss Truss Type Qty Ply846856986 Avila TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.38 Vert(LL) -0.03 D -G >999 240 MT20 220/195 0.0 10.0 1603-024 J23 Jack -Open 2 1 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 B n/a n/a non -concurrent with other live loads. BCDL 10.0 Code IBC2012/TPI2007 Job Reference (optional) ora i Cma YLua Wm- V V, _-.u.. VH r.o4u s bep Z8 Ze10 MI I eK mausines, Inc. Man mar Zl W:ZZAJ zolb vag e 1 ID:VKctW1 rgOkNgUKuzQBjsEzdl3w-WJXs6WrBbhEka7mVu6JdwreSdXE u7koTCOzpSFzYnPg -6- 0 1$0 5-lats a .1 Scale = 1:20.7 A 3x5 Id F-10.15 G3-1 LOADING (psf) SPACING- 2.0.0 CSI. DEFL. in (loc) I/defl Ltd PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.38 Vert(LL) -0.03 D -G >999 240 MT20 220/195 0.0 10.0 Lumber DOL 1.15 BC 0.55 Vert(TL) -0.10 D -G >687 180 APPROVED BCDLL • Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 B n/a n/a non -concurrent with other live loads. BCDL 10.0 Code IBC2012/TPI2007 (Matrix -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 Weight: 20 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF Stud/Std G BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) C=177/Mechanical, 8=476/0-5-8, D=54/Mechanical Max Horz B=133(LC 10) Max UpliftC=-74(LC 10), B=-55(LC 10) Max Grav C=216(LC 17), B=495(LC 17), D=90(LC 5) MiTek FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BUTTE TE C®! ! NTY Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. NG DTVI SI ON Wind: ASCE)?-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRU I LDI (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=30.0 psf (Flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 APPROVED 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 30.0 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 capable of withstanding 100 lb uplift atjoint(s) C, B. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ;�.pFESSIO&1 �e w\�Q N IO F�jC yF J 6 C 76428 � v * EXP. 12/31/2016 ^� CIV11. FOF CAlkE March 21,2016 ® WARNING - VeAry design parameters and READ NOTES ON THIS AND INCLUDED MTrEK REFERENCE PAGE MI -7473 rev. 101=015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shaven, and is for an individual building component, not• a truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, OSB -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus Mei Ms CA 95610 Job Truss Truss Type Qty Ply Avila TOLL 30.0 SPACING- 2-0-0 4"` E Li CSI. 848856987 1603-024 J24 Jack -Open 1 1 TC 0.54 Vert(LL) -0.04 D -G >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 Mr rek Industries, Inc. Mon Mar 2105:22:44 2016 Page 1 ID:VKctW1_rgOkNgUKuzQBjsEzdl3w- V5EKsspM7MbBHLjgl99Nr IeeH1s82cRgjNdhzYnPf k Plate Offsets (X.Y)— IB:0-6-0.0-0-10 1-6-0 6.0.0 1-0.3 6-0-0 Scale = 1:23.5 LOADING (psf) TE CO U N BUTTE NOTES- DI NG ®IVI O G N Wnd ASCE)?-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWOERIS1I B.. (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1 r33ggg��q TOLL 30.0 SPACING- 2-0-0 4"` E Li CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.54 Vert(LL) -0.04 D -G >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 Citrus Heights, CA 95610 BC 0.75 Vert(TL) -0.12 D -G >596 180 �pF 0N10 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 B n/a n/a C 76428 Code IBC2012/TPI2007 (Matrix -M) Weight: 21 Ib FT = 20% BCDL 00 LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-8-14 oc purlins. BOT CHORD 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) C=209/Mechanical, B=527/0-5-8, D=59/Mechanical Max Horz B=154(LC 10) Max UpliftC=-89(LC 10), B=-66(LC 10) Max GravC=261(LC 17), B=551(LC 17), D=92(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TE CO U N BUTTE NOTES- DI NG ®IVI O G N Wnd ASCE)?-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWOERIS1I B.. (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1 r33ggg��q 2) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1�! 4"` E Li 3) Unbalanced snow loads have been considered for this design. rpp ®® ll "�ffj"�V 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 30.0 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. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 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. Citrus Heights, CA 95610 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) C, B. ESS/o& 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. �pF 0N10 Z�OQ�� �z C 76428 4C 0 * EXR 12/31/2y6 H March 21,2016 ® WARNING - Vanity design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MI -7473 rev. 1010"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• not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall ii�.���jt building design. Bracing Indicated Is to prevent bucking of Individual truss web and/or chord members only. Additional temporary and permanent bracing MIT®K• is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPll Quality Cdteda, OSB -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Avila TOLL 30.0 SPACING- 2-0-0 CSI. DEFL. in . (loc) I/deft Lid 848856988 1 1603-024 J25 Roof Special Girder 1 1 TCDL 10.0 Lumber DOL 1.15 BC 0.07 Vert(TL) -0.00 E -F >999 180 Suite 109 BCLL 0.0 ' Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 2105:22:45 2016 Page 1 ID:VKclW1 rgOkNgUKuzQBjsEzdl3w-ThfcXCtR71URpRwvEkgOw3X?z2nybeZlfKSw97zYnPe •-1-6-0 1.6.12 1-11-11 3-8-15 1-8-0 1.6.12 0.4.15 1-9-4 Scale= 1:10.7 Plate Offsets (X,Y)— [B:0-5-4,0-0-4) LOADING (psf) *�*R Design valid for use only with MiTek® connectors. This design is based only upon parameters shown and is for an individual building component, not TOLL 30.0 SPACING- 2-0-0 CSI. DEFL. in . (loc) I/deft Lid PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.00 F >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.07 Vert(TL) -0.00 E -F >999 180 Suite 109 BCLL 0.0 ' Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 E n/a n/a BCDL 10-0 Code IBC2012/TPI2007 (Matrix -M) Weight: 17 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-8-15 oc puffins, 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 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=334/0-5-8,E=172/Mechanical Max Horz B=40(LC 9) Max Uplift8=-59(LC 10), E=-30(LC 7) Max Grav B=477(LC 26), E=239(LC 25) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (15) BUTTE COUNTY 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; MWFRSA ®f�' o (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 U®IN DiVISION ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Exp C; Partially Exp.; Ct= 1 Unbalanced 3) Unbalanced snow loads have been considered for this design. APPROVED 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 30.0 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 36-0 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. ESSIOA/ 9) Refer to girder(s) for truss to truss connections. 10) Provide �oF QQ 4 pN10 mechanical connection (by others) of truss to bearing plate capable of Withstanding 100 Ib uplift at joint(s) B, E. "Semi-rigid �� 11) pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) "NAILED" indicates 3-1 Od (0.148'x3") or 312d (0.148'x3.25") toe -nails. For more details refer to MiTews ST -TOENAIL Detail. CV 13) Hanger(s) or other connection devioe(s) shall be provided sufficient to support concentrated load(s) 36 Ib down and 30 Ib up at 1-8-8 J 6 C 7642 $ 7 on top chord. The design/selection of such connection device(s) is the responsibility of others. X Z 711 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. EXP. 12/31/2016 Q15) `y * LOAD CASES) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 ST CIVIL Uniform Loads Vert: A(C � 80, C -D=-80, E -G=-20 OFC AL F Hnrnh 79 7l11R ® WARNING . Ve ft design parameters and READ NOTES ON THIS AND INCLUDED M EK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE. *�*R Design valid for use only with MiTek® connectors. This design is based only upon parameters shown and is for an individual building component, not ee a truss system. Before use. the building designer must verily the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 (optional) Job' Truss Truss Type Qty • Ply Aviia -. 4 •" 846858988 1803024 J2S Roof Special Girder , fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component - t • '7777 Greenback Lane ' Suite 109 Job Reference Citrus Hei hts CA 95610 ` SYSTEMS PLUS LUMBER CO, , 'ANDERSON, CA " 7.640 s Sep 29 2015 Mrrek Industrles, Inc. Mon Mar 2105:22:45 2016 Page 2 + a ID:VKctWt rgOkNgUKuzQBjsEzdl3w-ThfcXClR71URpRwvEkgOw3X?z2nybeZlfKSw97zYnPe r Y LOAD CASE(S) Standard 1; i '4. Concentrated Loads (Ib) i. Vert: K= -26(F) :1 w ti! BUTTE C OU `(�1 r + T Job' Truss Truss Type Qty • Ply Aviia -. 4 •" 846858988 1803024 J2S Roof Special Girder , fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component - t • '7777 Greenback Lane ' Suite 109 Job Reference ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE M71.7473 rev. 10/032015 BEFORE USE. t Design valid for use only with MTek® connectors. This design is based only upon parameters shown. and is for an individual building component, not + •�- a truss system. Before use. the building designer must verity the applicability of design parameters and properly incorporate this design into the overall t -` • building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - M iTek• a olways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the , fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component - t • '7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. 't Suite 109 T Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply Avila .. building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord member only. Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 846858989 1603.024 J26 Jack -Closed 1 1 Job Reference (optional) SYSTEMS PLUS LUMBER CO, • ANDERSON, CA 7.640 5 Sep 29 2015 MITek Industries, Inc. Mon Mar 21 05:22:45 2016 Page 1 ID: VKctWt_rgOkNgUKuzQ BjsEzd l3w-ThfcXCtR71URpRwvEkgOw3X?T2mJbellfKSw97zYnPe ` r -1-6.0 3-8-15 1f-0 3-8.15 Scale = 1:15.4 C 3-8-15 i-9-15 Plate Offsets (X,Y)- [B:0-5-4,0-0-41 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in '(Ioc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) 0.00 D -G >999 240 MT20 220/195 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.17 Vert(TL) -0.01 D -G >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 B n/a n/a BCLL 0.0 ' Code IBC2012rrP12007 0.0 (Matrix -M) Weight: 15 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-8-15 oc purlins, except BOT CHORD 2x4 DF Stud/Std 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) D=140/Mechanical, B=340/0-5-8 Max Horz B=83(LC 9) Max UpliftD=-23(LC 10), B=-55(LC 10) Max Grav D=157(LC 17), B=349(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. • ) 1 Wind ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFR�SLTTG CCS U INIT (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL -1 r33®IN�� p 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= i� 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 30.0 psf on overhangs APPROVED � ®�D1y 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. �O ESsj Nq 8) Refer to girder(s) for truss to truss connections. F 9) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) D, B. Q " 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. ��� ��ONIO h. 2C 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. = Q F,p tL � C-) C 76428 z D EXP. 12/31/2016lv . i/1 fly 7K gTFOF C A March 21,2016 ®WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE MI -7473 rev. 10,W/2015 BEFORE USE. *R Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ee a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord member only. Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 V Job Truss Truss Type Qty Ply Avila 1 Mai • - 846656990 1603.024 LAY01 GABLE 2 1 fabrication, storage, delivery. erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane - Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Suite 109 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MITek Industries, Inc. Mon Mar 21 05:22:46 2016 Page 1 ID:VKctW1_rgOkNgUKuzDBjsEzdl3w-xuD_IYt4ucclRbV5oSBdSG337R8jK5gvu cThaZYnPd 5-11-5 5-11-5 A 4 Scale = 1:38.7 K J I H G 3ED AS A FILLER TRUSS ONLY t LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in •(loc) I/defl Ltd PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.67. Vert(LL) n/a n/a 999 MT20 220/195 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.03 Vert(TL) n/a n/a 999 + TCDL 10.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 F n/a n/a BCDL 0.0 ' BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 45 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF Stud/Std G TOP CHORD Structural wood sheathing directly applied or 5-11-5 oc purlins, except BOT CHORD 2x4 OF No.2 G . - end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 OF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. :] REACTIONS. All bearings 5-11-5. (lb) - Max Horz K=-222(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) K, F. J, H, G, I " Max Grav All reactions 250 Ib or less at joint(s) K, F, J, H, G, I BUTTE COUNTY FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (10) BUILDING ®IVISf° N 1) Wind: ASCE 7-10; Vult=116mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRSAPPROVED (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=30.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. L 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) K, F, J, H, G, 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Q�0 ES$I /Vq` 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. P�(ONIO Q �� C 76428 Zi Z ;0 0 * EXP. 12/31/2016 ^� CIVIL 9rFOFC A1.\F�� March 21-2016 ® WARNING - VerHy design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MI -7473 rev. 10t=016 BEFORE USE.R Design valid for use only with Mitek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not Mai a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing - WOWIs always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane - Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type QtyPly CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 (Roof Snow=30.0) B �� N Plate Grip DOL R46856991 FJob 1603024 LAY02 GABLE - 2 1 7777 Greenback Lane Lumber DOL 1.15 BC 0.03 Vert(TL) • n/a n/a 999 eference (optional) bTb I CMJ NLUJ LUMbLK L:U, ANUtKbVN, CA 7.640 a Sep 29 2015 MiTek Industries, Inc. Mon Mar 21 05:22:46 2016 PagQe 1 ID:VKctW1_rgOkNgUKuzaBjsEzdl3w-xuD IYt4ucclRbV5oSBdSG33mR8kK37vu_CThazYnPd 8-11-5 8.11.5 TO BE USED AS A FILLER TRUSS ONLY H O N M L K J I Scale c 1:52.8 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 (Roof Snow=30.0) B �� N Plate Grip DOL 1.15 TC 0.70 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 7777 Greenback Lane Lumber DOL 1.15 BC 0.03 Vert(TL) • n/a n/a 999 Citrus Heights, CA 95610 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(TL) -0.00 1 n/a n/a 9) "Semi-rigid with fixed heels" Member end fixity model was used in the design this truss. BCOL 10.0 pitchbreaks analysis and of 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Code IBC2012/TPI2007 (Matrix) CJ Weight: 84 Ib FT = 20% LUMBER- 6 C 76428 71 _71 BRACING - TOP CHORD 2x4 DF Stud/Std G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.2 G end verticals. WEBS 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std G WEBS 1 Row at midpt H-1, G -J MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 8-11-5 (lb) - Max Horz A=344(LC 5) Max Uplift All uplift 100 Ib or less at joints) J, M, L, N except A=-154(LC 6), 1=1'19(LC 7), K=-116(LC 8), Design vol'Id for use only with Mitek® connectors. This design is based only upon parameters shown, and is for an individual building component. not 0=-129(LC6) Grav All reactions 250 Ib or less at joint(s) I, J, M, K, L, O, N except A=290(LC 5) BUTTE COUNTYMax a truss system. Before use. the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BUILDING B �� N TOP CHORD - A -B=-390/268, B -C=-320/215, C -D=-271/176, D -E=-259/170 NOTES- m ED VV 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 / r i C l (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of trusses and truss systems, see ANSI/TPII pual8y Criteria, DSB-89 and BCSI Building Component 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 7777 Greenback Lane 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Citrus Heights, CA 95610 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members.ESS/0 N'9� 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) J, M, L, N except Qt=1b) A=154, 1=119, K=116, 0=129. Q�O� C`Q ON10 9) "Semi-rigid with fixed heels" Member end fixity model was used in the design this truss. pitchbreaks analysis and of 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. CV CJ 6 C 76428 71 _71 X * EXP. 12/31 /2016 March 21,2016 ® WARNING - Ved7y design parameters and READ NOTES ON THIS AND INCLUDED 897EK REFERENCE PAGE 891-7473 rev. 10/0312018 BEFORE USE • Design vol'Id for use only with Mitek® connectors. This design is based only upon parameters shown, and is for an individual building component. not a truss system. Before use. the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual two web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of trusses and truss systems, see ANSI/TPII pual8y Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss ype Qty OTHERS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing TCLL 30.0 7-flu-sls-T CSI. DEFL. in (loc) I/deft L/d 1p'YTJob 84 Plate Grip DOL 1.15 TC 0.14 - 1 Lumber DOL 1.15 BC 0.04 Vert(TL) n/a n/a 999 7777 Greenback Lane BCLL 0.0 ' Rep Stress Incr YES eference (optional) 5T5 r tMs YLV5 LUMetK UU, ANUtKSVN, GA 7.640 3 5ep 29 2015 MITek Industries, Inc. Mon Mar 2105:22:47 2016 Peltga 1 ID:VKctWt_rgOkNgUKuzQBjsEzdl3w-P4nMyuuifwk92k4HL9is7UcMErTp3Xs27ex1 EOzYnPc i 13-10-11 19.10.0 13-10-11 TO BE USED AS A FILLER TRUSS ONLY . 6x6 \\ Scale = 1:37.4 6x8 \\ S R Q P 0 N M 3x4 = Plate Offsets (X,Y)— [A:0-0-10,0-1-81, [H:0-2-10,Edge1 LOADING (psi) TOP CHORD 2x4 DF Stud/Std G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 G • BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP - (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.14 Vert(LL) n/a n/a 999 MT20 220/195 BCDL 10.0 Lumber DOL 1.15 BC 0.04 Vert(TL) n/a n/a 999 7777 Greenback Lane BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(TL) 0.01 K n/a n/a Citrus Heights, CA 95610 Code IBC2012/TPI2007 (Matrix) NOTES- (12) Weight: 117 Ib FT = 20% BCDL O end zone; (envelope) gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 t exposed; e Lu Pn ®V D 2) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 LUMBER- BRACING - TOP CHORD 2x4 DF Stud/Std G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 G • BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing e a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall be installed during truss erection, in accordance with Stabilizer s building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord member- only. Additional temporary and permanent bracing Installation guide. MST®k' REACTIONS. All bearings 19-10-0. (lb) - Max Horz A=-250(LC 9) fabrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Max Uplift All uplift 100 Ib or less at joint(s) A, L, C. P, U. T, R except M=-117(LC 9), N=-128(LC 9), ' 7777 Greenback Lane S=-114(LC 9) Max Grav All reactions 250 Ib or less at joint(s) A, L, K, Q, M, 0, P, U, T, 5, R except N=259(LC 17) Citrus Heights, CA 95610 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BUT 1T E COUNTY NOTES- (12) 13UILDING DIVISION' 1) Wind: ASCE 7-10; 10mph (3 -second gust) TCDL=6.Opff; BCDL=6.Opsf; h ; Cat. II; Exp C; enclosed; MWFRS end zone; (envelope) gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 t exposed; e Lu Pn ®V D 2) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 �� 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 = 10.0psf. 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 100 lb uplift atjoirlt(s) A, L, Q, P, U, T, R �pFESSIONq except 0=1b) M=117, N=128, S=114. 10) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) A, L, U, T. Q 11) "Semi-rigid fixed heels" Member fixity in the design �(`Q ��ON10 Q' Ccp pitchbreaks with end model was used analysis and of this truss. 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. l(/ 6 7 0'C 76428 EXP. 12/31/2016 m CIVIk_ \FOFCAL. March 21,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED NITTEK REFERENCE PAGE MI -7473 rev. 10/038016 BEFORE USE. R Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not e a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall s building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord member- only. Additional temporary and permanent bracing MST®k' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss .. Truss Type iQty, . Ply - Avila r - � *' ` MIT®K• Is always required for stability and to prevent collapse wiih possible personal injury and property damage. For general guidance regarding the fabricatton, storage. delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality CMeda, DSB-89 and SCSI Building Component , - _ 846656993 s 1603.024 - LAY04 , \ GABLE - 1 1 - Job Reference (optional) SYSTEMS PLUS LUMBER CO,. ANDERSON, CAw 1 - 7.640s Sep 29 2015 MITek Industries, Inc. Mon Mar 21 05:22:482016 Page 1 �. ' �{ * • ID:VKctW1 rgOkNgUKuzQBjsEzdl3w-tGL19EvKQDsOgufUvsD5Yh9XtFpDo7BCMlhamSzYnPb % , ; 5-11-5 ,. .l .. 1 9-10-0 8-11-5 - 3-10-11 r r �• r. • ♦ 1 .� _ . s 6x8a= : �` 5 - .. • Scale = 1:39.2 TO BE USED AS A FILLER TRUSS ONLY 't\;+,,E F G i e • , - , 13.42 12 `T - 16 SB 13.42 12 , °• r^ - r L Y K5x8 // ♦ r 3-10-11. - - 9.10.0 a r - 3-10-11' 'Plate _Offsets (X,Y)-- [E:0-4-8,0-17121 r..LOADING (psf) SPACING- 2-0-0' CSL; r %DEFL. in (loc) rl/defl Ud PLATES GRIP • , TCLL 30.0 Plate Grip DOL 1.15 TC -0.15 Vert(LL) n/a n/a 999 MT20 220/195 (Roof Snow=30.0) Lumber DOL 1.15 BC' 0.03 Vert(TL); n/a n/a 999 TCDL • 10.0 s Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 _ G n/a nla BCLL _ 0.0 ' Code IBC2012/TP12007 (Matrix) , Weight: 54 Ib FT = 20% BCDL 0 ..yj 1., LUMBER- a • BRACING-' .'r TOP CHORD 2x4 OF Stud/Std G TOP_CHORD Structural wood sheathing directly applied or 6-D-0 oc purlins. BOT CHORD 2x4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: OTHERS 2x4 OF Stud/Std G # 6-0-0 oc bracing: G -H. - [MiTek recommends that Stabilizers and required cross bracing be in during truss erection, in accordance with Stabilizer Installation uide. ' REACTIONS. All bearings 9-10-0. (lb) Max Horz A=237(LC 8) Max UpliftAll uplift 100 Ib or less at joint(s) A, G, J, H, K except L=-127(LC 8) • _ Max Grav All reactions 250 Ib or less at joint(s) A, G. J, H, I, L, K''BUTT � UTP!®1 Y"T'06 1` U1�9I 1 FORCES-. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when'shown. `• r BUILDING tyDIVISION, NOTES- (12) a w. 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. it; 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. 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x4 MT20 unless otherwise indicated. t 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ! 7)' This truss has been designed for a live load of 20.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. j. B) A plate rating reduction of 20% has been applied for the green lumber members. r ESSI 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ili uplift at joint(s) A, G, J, H. K except ��F �N� at=1b) L=127. - - . , O 1 ONIp l r t 10) Beveled plate or shim required to provide full bearing surface with truss chord at joints) G, J, H, I. • .4' ' \ �� y F2 • 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. T 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. U2 6 C 76428 z y, ' A- 4 EXP.12l31I2016 m q CIV OFC - ♦ March 21,2016 - • ® WARNING -Verify design Parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MI -7473 rev. 10/032015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is far an Individual building component, not ME- " a truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design Into the overall r '` 'r building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MIT®K• Is always required for stability and to prevent collapse wiih possible personal injury and property damage. For general guidance regarding the fabricatton, storage. delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality CMeda, DSB-89 and SCSI Building Component , - 7777 Greenback Lane ' Safety Informatlon available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Suite 109 - Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Avila' L=-130(LC 8), P=-131(LC 8), N=-127(LC 8) a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall TCLL 30.0 SPACING- 846856994 1603-024 LAY05 GABLE 1 1 \�a n APPROVE Plate Grip DOL 1.15 TC - 0.16 Vert(LL) n/a n/a . 999 Job Reference (optional) bTb I tMb FLUB LUMetK Lou, - ANUtKJUN, UA TO BE USED AS A FILLER TRUSS ONLY /.baa 5 JB Le LO1D MI I BK InaUSIfIeS, IAC. MOn Mer Ll Ua:11:4tl LUIb F'e0e 1 ID:VKctW1 rgOkNgUKuzQBjs zdl3w4GL19EvKQDsOgufUvsD5Yh9XeFpFo?7CMIhamSzYnPb 10.5-5 - 1A-10.11 3x6 = Scale = 1:70.6 . - G I 9 3x4 // P 0 3xIS // 2-10.11 11-10.11 � 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, not Max Uplift All uplift 100 Ib or less at joints) O, K, J except A=-112(LC 6), 1=-150(LC 8), M=-112(LC 8), ee L=-130(LC 8), P=-131(LC 8), N=-127(LC 8) a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=30.0) \�a n APPROVE Plate Grip DOL 1.15 TC - 0.16 Vert(LL) n/a n/a . 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.03 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 ' Horz(TL) -0.00 1 n/a n/a 9) plate or shim required to provide full bearing surface with truss chord at joint(s) 1, K, J, M, L, N. 10) "Semi-rigid fixed _ = pitchbreaks with heels" Member end fixity model was used in the analysis and design of this truss. Code IBC2012/TP12007 LL/ (Matrix) J UO C 7642 $ 71 Weight: 64 Ib FT = 20% 0 0 4C EXP. 12/31/2016 m LUMBER- * BRACING - TOP CHORD 2x4 OF Stud/Std G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 OF No.2 G' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: OTHERS 2x4 OF Stud/Std G 6-0-0 oc bracing: I -J. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 11-10-11. (lb) - Max Horz A=393(LC 8) Design valid for use only with Mitek® connectors. This design Is based only upon parameters shown, and B for an Individual building component, not Max Uplift All uplift 100 Ib or less at joints) O, K, J except A=-112(LC 6), 1=-150(LC 8), M=-112(LC 8), ee L=-130(LC 8), P=-131(LC 8), N=-127(LC 8) a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall Max Grav All reactions 250 Ib or less at joints) I, O, K, J, M, L, P, N except A=356(LC 8) BUTTE COUNTY FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. � TOP CHORD A-B=485/209,B_C=_371/164 BUILDING DiVISIGI�. NOTES- (11) 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS \�a n APPROVE (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=30.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct= 1 3) All plates are 2x4 MT20 unless otherwise indicated. Citrus Heights, CA 95610 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 100 Ib uplift at joint(s) O, K, J except (jt=1b) �OFE.SS/O/`/q Q `(ONTO �/fjC A=112, 1=150, M=112, L=130, P=131, N=127. Beveled �(`Q L, Q ,7F,P 9) plate or shim required to provide full bearing surface with truss chord at joint(s) 1, K, J, M, L, N. 10) "Semi-rigid fixed _ = pitchbreaks with heels" Member end fixity model was used in the analysis and design of this truss. LL/ 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. J UO C 7642 $ 71 0 4C EXP. 12/31/2016 m * March 21,2016 ® WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MI -7473 rev. 1 0 /0.18 0 1 6 BEFORE USE. *R Design valid for use only with Mitek® connectors. This design Is based only upon parameters shown, and B for an Individual building component, not ee a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent budding of Individual tens web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quclity Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. - Suite 109 Citrus Heights, CA 95610 t Job- Truss, Truss Type Qty PlyAvila a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall TCLL 30.0 SPACING- 2-0-0 CSI. 848858995 1603-024 LAY06 GABLE 1 1 Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a rile 999 Job Reference o tional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MTek Industries, Inc. Mon Mar 2105:22:49 2016 Page 1 ID:VKctW1_rgOkNgU KuzQBjsEzdl3w-LTv7NawyAX_tl2EgTakK4vhivf9ZXSpLayQ8lvzYnPe 9.1.12 f 9-1-12 TO BE USED AS A FILLER TRUSS ONLY Scale = 1:34.2 03x4 = LOADING (psf) R Design valid for use only with Mnek® connectors. This design is based only upon parameters shown, and is for an Individual building component. note a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a rile 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.02 Vert(TL) n/a n/a 999 BCLL Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 1 n/a n/a Rrnl in n Code IBC2012ITP12007 (Matrix) Weight: 41 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF Stud/Std G TOP CHORD BOT CHORD 2x4 OF No.2 G WEBS 2x4 OF Stud/Std G BOT CHORD OTHERS 2x4 OF Stud/Std G REACTIONS. All bearings 9-1-12. (lb) - Max Hoa A=184(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) A, I, O, J, M, K, L, P, N Max Grav All reactions 250 Ib or less at joint(s) A, I, O, J, K, L, P, N FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0.0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (11) 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=30.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 1 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, I, O, J, M, K, L, P. N. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joints) I, J, M, K, L, N. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNTY BUILDING DIVISIOhil N APPROVED VED oQ�pFESSIpNgI ON 10 ,ycc Fyc/ C 76428 -7 o * EXP.12/31/2Qj6 ti �FOFCAl1F�� March 21,2016 ® WARNING - Verfly design parameter: and READ NOTES ON THIS AND INCLUDED MI EK REFERENCE PAGE N171-7473 rev. laT. L015 BEFORE USE R Design valid for use only with Mnek® connectors. This design is based only upon parameters shown, and is for an Individual building component. note a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 7777 Greenback Lane Suite 109 Citrus Hel hts CA 95610 Joh Truss Truss Type 10tyP Iy Awa {• - I • - - R46856996 .j` 1603024 f LAY07 GABLE '"• t 1 1 Job Reference o lional SYSTEMS PLUS LUMBER CO, ANDERSON, CA , - - • 7.640 s Sep 29 2015 MTek Industries, Inc. Mon Mar 2105:22:50 2016 Page 1 i • ID:VKctWt rgOkNgUKuzQBlsEzdl3w-pfSVavxaxr6kvCpslHFZd6ErZ3VfGtiRVpcAhgLzYnPZ -'� i ti•. i &5.5 P0.111 4 ,• _ - e - - &5-5 .1-0.0 0.� - TO BE USED AS A FILLER TRUSS ONLY ' Scale =1:45.4 .. ; i • .. 5x6 = 3x4 \\ DIE '•11 t 1 13.42 ,1 2x4 2 ^ 3x4 = i . C l ' 1 • - H2x4 11 •2X4'11 • 2x4 } _ H B 13.42 F12 - xr• ti - '` A, J 2x4II • 1 i r • - `'i s:'r {` 'f •r1 f 11. 2x4 // ' L K3x4 Ar .y • • • I • - - . b r 2x4 ,. ,•' . - .. 1 , r a .1 2-10.11 8-4-11 - 2.10-11 • 5-6-0 . ` a Plate Offsets (X,Y)- [E:0-4-8.0-1-12] [F:0-1-6,Edoe] [G:Edge 0-1-81 LOADING (psi). . , SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 t Plate Grip DOL 1.15 TC 0.20 Vert(LL) n/a n/a 999 MT20 220/195 (Roof Snow 10.0 Lumber DOL ' 1.15 BC 0.03 Vert(TL) n/a - - n/a 999 TCLL . 1 10.Rep Stress Incr YES WE _ 0.07 , HOrz(TL) ' 0.00 G n/a n/a ^ ' BCLL r� 00 0.0 ' ; Code IBC2012/TPI2007 (Matrix) 1 Weight: 44 Ib FT = 20% BCDL -LUMBER. .t -.,. �' BRACING - TOP CHORD 2x4 DF Stud/Std G r TOP CHORD ' Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 Gz BOT CHORD „ Rigid ceiling directly applied or 10-0-0 oc bracing, Except: OTHERS , ` 2x4 DF Stud/Std G i ; i 6-0-0 oc bracing: H -I. ;~ + riTek recommends that Stabilizers and required cross bracing talledduring truss erection, in accordance with Stabilizer .:ation uid0. REACTIONS. All bearings 8-4-11. _ (lb) - Max Horz A=238(LC 8) " �• r Max Uplift All uplift 100 Ib or less at joints) A, G, K, H, I except J=-160(LC 8), L=-127(LC 8) + T Max Grav All reactions 250 Ib or less at joint(s) A, G, K, H, I, L except J=268(LC 15) s• FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BUTTE �� �� Y � TOP CHORD A -B=-312/148 - 4 s (NOTES- .(t1j r t, BUILDING DiN11 1 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 PROV ' . 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= u . 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. - 1 �• S1 Thio }n,ee hoc hon, A -i -A fnr o 1n n -f hMi- ••h -A nun I -A nnn,nn,„rcen/ ,.dth .en.. nibs. 14- I. A. , ,, ,,..,..0 ,, a„y �.,,_, ` .7) A plate rating reduction of 20 /e has been applied for the green lumber members. i 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, G. K. H. I exe Qt=1b) J=160, L=127. 9) Beveled plate or'shim required to provide full bearing surface with truss chord at joint(s) G, H. J, I. 10) "Semi-rigid pftchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. . .11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. z 3ti • << ,. �f. ..�� ;. a '-1 r. _ l - .r♦ � _, ` :,: ` OQ,OVESSIO& ON10 h�4.1,, • J o C 76428 � -7 Cn CrZ 70 EXP. 12/31/2016 ^� ST CIVIL ' �rFOFCAUF�� March 21,2016 ® WARNING • Vert& design parameters and READ NOTES ON THIS AND INCLUDED B07EK REFERENCE PAGE Ili// -7473 rev. 10101/2015 BEFORE USE. _ i Design valid for use only with MOek® connectors. This design Is based only upon parameters shown, cnd is for an individual building component, not �eB a truss system. Before use, the building designer must vedfy the applicability of design parameters and properly incorporate this design Into the overall i•�` ' f building design. Bracing Indicated Is to prevent buckling of Individual tens web and/or chord members only. Additional temporary and permanent bracing - MiT®k` is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the - fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/1P11 Quality Criteria, DSB-89 and BCSI Building Component - 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 4 R46856997P ',SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MITek Industries, Inc. Mon Mar 2105:22:512016 Page ` ' ID:VKctW1 rgOkNgUKuzQBjsEzdl3w-HrOtoFxCiBEbXMN3a?no9Kn2WSrw?Mxe2GvENnzYnPY ;,-*. •.i' t r - �N 3-5-5 '4' f }5.5-5 16-0.131 8-11-8 , 3.5.5 2-0.0': 0.7.8 2.10-11 e - TO BE USED AS A FILLER TRUSS ONLY (r • .. z.,r . r 3xa Scale =1:28.2 .3x4=/ H t. J _ K t 1 3x4 // ... . • _ Li 13.42 12. � - r. { 'r 1 p • ♦ r ,...rte • r' ; • ;' • ' r 13.42 12 -, ♦ 5x8 ~ 4-10-11 8-11-8 - 4-10.11 40.14 . 'I f •. Plate Offsets (X,Y)— [C:0-1-6,Edge] [H:0-1-6 Edge] k LOADING (psi) y r TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. ' . in (loc) I/deft Ud PLATES GRIP r to (Roof Snow=30.0) , Plate Grip DOL , 1.15 TC 0.12 Vert(LL)•. n/a n/a 999 MT20 220/195 r ti Lumber DOL 1.15 BC ' 0.03 Vert(TL) n/a n/a 999 TCDL;" 10.0 , BCLL' ' 0.0 • Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 •K n/a n/a , + 10.0 Code IBC20121TP12007 (Matrix), ti ` Weight: 48 Ib FT = 20% LUMBER 'r h 1 " F BRACING• , +, TOP CHORD 2x4 DF Stud/Std G •- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 G ' + BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: • ' ` OTHERS",2x4 DF Stud/Std G , ' , 6-0-0 oc bracing: L -M. • , t WTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. r REACTIONS. All bearings 8-11-8. a (lb) - Max HorzA=159(LC 8) L r 1 Max Uplift All uplift 100 Ib or less at joint(s) K, L, 0, M, P except Q=-1 18(LC 8) - rl Max Grav All reactions 250 Ib or less at joint(s) A, K, N, L, 0,' M. Q P1t y' ' FORCES., (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BUTT V O U NOTES (12) ,, + 1 - 1 , BUILDING. DIVISION 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 &,.? ®� r 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 ' ® ���Fff I 3) Provide adequate drainage to prevent water ponding. t 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires Continuous bottom chord bearing. r r• . 6) This truss has been designed fora 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. r, 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 joird(s) K, L, 0, M. P except. ��F ESSI�/yq ` at=lb) 0=118., • ' ONIQ ! 10) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) K, L. M. t �� �� t 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. , (U C 76428 z EXP. 12131/2 6H March 21,2016 Job - ]Truss , Truss Type Qty, ,Ply .Avila , 1603.024 , LAY08 � GABLE �• ♦ • 1 ' 1 � - I Job Reference (optional) ®WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED ODiEK REFERENCE PAGE Mil -7473 rev. 10/07/2018 BEFORE USE ' ♦ Design valid for use ony with M7ek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not r ��• • � a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the + - • fabrication, storage, delivery, erection and bracing of trusses and hues systems, see ANSI//ftell pualNlr Criteria, OSB -89 and BC51 Building Component •. ' Safety Information available from Trus Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 7777 Greenback Lane Suite 109 ' ' Citrus Nel Ms CA 95610 Job t Truss Truss Type , Qty Ply Avila .. ,w . •. R46856998 1603024 LAY09 . GABLE • _ " Job Reference (optional) ' SYSTEMS PLUS LUMBER CO, ANDERSON, CA TO BE USED AS A FILLER TRUSS ONLY " - 1.a u s Jep zu zulo mil ex Inaumnes, Inc. mon mar zl ua:zz:ol zVla ra e 1 1'ID:VKctWt_rgOkNgUKuzQBjsEzdl3w-HrOtoFXCi8EbXMN3a?n09KnliSm?Mwe2G,,E n_YnPY 10.7.121 ' Scale = 1:59.0 G [^ F I ' J 'T •' - ..., . , 13.42 12 .. _' R Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for on individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall v building design. Bracing Indicated b to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing , is olways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricat on. storage. delivery, erection and bracing of trusses and truss systems, see ANSVIPII Quallty CMerfa, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street,. Suite 312, Alexandria. VA 22314, l + _ q ■ MITBk• 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 . • .I a D •�� 13.42 12 ... .. ,.. 3x4 ` ' •_ .'s 2.68111 i +F ,. •, ,.1 , 1-10-11 10-7-12 LOADING (psi) TCLL 30.0 ',SPACING- 2 0 0 CSI. DEFL. in (loc) Ildefl L/d fi PLATES GRIP " (Roof Snow=30.0) ',; Plate Grip DOL 1.15 r' TC 0.17 ` Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.04 Vert(TL) Ill i - n/a 999 .. BCLIL 0.0 : Rep Stress Incr YES WB 0.06 1 Horzjl_) -0.00. 1 • n/a n/a BCDL 10.0 , Code IBC2012/TP12007 (Matrix) - Weight: 53 Ib FT = 20% LUMBER- , "• BRACING - TOP CHORD 2x4 DF Stud/Std G ; TOP CHORD Structural wood sheathing directly applied or 6.0-0 cc purlins, except • -+ BOT CHORD' 2x4 DF No.2 G end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. OTHERS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing I, • ` ` . w be installed during truss erection, in accordance with Stabilizer ,' ' Installation guide. REACTIONS. All bearings 10-7-12. • (Ib) - Max Horz A=398(LC 8) - ' Max Uplift All uplift 100 Ib or less at joint(s) I, M except A=-138(LC 6), K=-116(LC 8), L=-107(LC 8), 0=-104(LC . .t 8), N=-106(LC 8) Max Grav All reactions 250 Ib or less at joints) 1, J, M, K, L, 0, N except A=392(LC 8) , ' • FORCES.' (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BUTTE V V U 1 � I d TOP CHORD - A -B=-528/235; B -C=-3991178, C -D=-2831127 R, B lJ i LD I %1 G ®I �Ol ! C w NOTES- (� 1) . ' .. e 1) Wind: ASCE 7-10; VuIt=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS APPROVED DDD���aaa !!l+� �ddr+++^^^��� y Dew �� �� e ■ D • (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=30.0 psf (flat roof snow); Category II: Exp C; Partially Exp.; Ct= 1 3) All plates are 2x4 MT20 unless otherwise indicated. .- 4) Gable requires continuous bottom chord bearing. +' 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will �• fit between the bottom chord and any other members. - 7) A plate rating reduction of 20% has been applied for the green lumber members. . . 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) I, M except (jt=lb) A=138, K=116, L=107, 0=104, N=106. 1 • 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) A, I, J, M, K, L, 0, N. • Q�pFESSI01V , O ONTO 10) "Semi-rigid with fixed heels" Member fixity in the design this truss. �� �� pitchbreaks end model was used analysis and of 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. J C 76428 z EXP, 12/3112016 m CIV11. �P �rFOFCAUF��� March 21,2016 ® WARNING - Vedry design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE MI -7473 rev. 10/O3P10f8 BEFORE USE R Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for on individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall v building design. Bracing Indicated b to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing , is olways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricat on. storage. delivery, erection and bracing of trusses and truss systems, see ANSVIPII Quallty CMerfa, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street,. Suite 312, Alexandria. VA 22314, l q ■ MITBk• 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Avila - TC 0.28 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 R46856999 1603024 LAY10 GABLE , 1 1 WB 0.04 Horz(TL) -0.00 G n/a n/a Suite 109 BCDL � 10.0 Code IBC20121TP12007 (Matrix) Job Reference (optional) J1J I tMJ FLU, LUMbLK UU, ANUtt(WN, GA ,+ TO BE USED AS A FILLER TRUSS ONLY 7,640 s sop 29 2015 MiTek Inauslrles, Inc. Mon Mar 21 05:22:52 2016 Page 1 ID:VKctW1_rgOkNgUKuzQBjsEzdl3w-12aF7bygTSMS9WyF8ill iXJAosBLkpOnHvfovDzYnPX I 5-0-11 5-0.11 F 2.68 F2 Scale: 3/8"=1' LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 30.0 (Roof Snow=30,0) Plate Grip DOL 1.15 TC 0.28 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.02 Vert(TL) , n/a n/a 999 Is always required for stobirity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 G n/a n/a Suite 109 BCDL � 10.0 Code IBC20121TP12007 (Matrix) Weight: 33 Ib FT = 20% LUMBER- BRACING- • TOP CHORD 2x4 DF Stud/Std G TOP CHORD Structural wood sheathing directly applied or 5-0-11 oc puffins, except BOT CHORD 2x4 DF No.2 G end verticals. WEBS 2x4 OF Stud/Std G , BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 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. All bearings 5-0-11. (lb) - Max Harz A=167(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) A, G. H. J; I, K Max Grav All reactions 250 Ib or less at joint(s) A, G, H, J, 1, K r FORCES. shown. +BUTTE v C ®U "Ty (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when NOTES- (11) BUILDING DIVISION 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS °'� gI,�y (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 � �� APPROVED 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct= 1 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, G, H, J, I, K. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) A, G, H, J, I, K. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. g)f ESSIO/V 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. COQ ON to �J J C 76428 z � o * EXP. 12/31/2016 ^� ST CIVIL �rFOFCALXF March 21,2016 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED 89TEK REFERENCE PAGE 1191-7473 ray. 10/0&2016 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addiflonal temporary and permanent bracing MiTek* Is always required for stobirity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Carus Hei Ms CA 95610 t .r Job Truss Truss Type Qty Ply Avila ] s a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design Into the overall ••�'- • - bullding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 1603-024 LAY11 GABLE 1 2 1 - ' l Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Job Reference (optional) ` SYSTEMS PLUS LUMBER CO„, ANDERSON, CA „ - 7.640 s Sep 29 2015 MITek Industries, Inc. Mon Mar 2105:22:52 2016 Page 1 h ID:VKctW1_rgOkNgUKuzQBlsEzdl3w-12aF7bygTSMS9WyFBill iXJ6psBEkoNnHvfovDzYnPX < • 7-11-5 • i - • i . •. - ,7-11-5 TO BE USED AS A FILLER TRUSS ONLY'- F Scale: va =r `.k •-• 13.42`12• << De 1 C 1 cb 06- 1. ' • •_ , • - tee'.. a• 3. K J � Y I H G LOADING (psf)." SPACING- 2.0.0 CSIL DEFL. • in (loc) : I/deft Ud PLATES GRIP TCLL 30.0 'plate Grip DOL 1.15 TC 0.53 Vert(LL)' n/a • n/a 999 1 MT20 220/195 (Roof Snow=30.0)• Lumber DOL 1.15 BC - 0.02 Vert(TL) , n/a n/a ' 999. + TCLL " 10.0 Rep Stress Incr YES WB 0.11 Horz(TL)1 -0.00 G n/a n/a BCLL 0.0 Code IBC2012rrPI2007 (Matrix) Weight: 63 Ib , FT = 20% .1 BCDL 10.0 (LUMBER- BRACING - TOP CHORD 2x4 DF Stud/Std G ^ TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, except ' BOT CHORD 2x4 DF No.2 G r 4% end verticals. • WEBS t 2x4 DF No.2 G - . BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. r OTHERS 2x4 DF Stud/Std G WEBS 1 Row at midpt F -G MiTek recommends that Stabilizers and required cross bracing '� . n • s be installed during truss erection, in accordance with Stabilizer Installation guide. - REACTIONS. ' 'All bearings 7-11-5.' (lb) - Max Horz A=304(LC 5) r Max Uplift All uplift 100 Ib or less at joint(s) H except A=-129(LC 6), G=-106(LC 7), J=-121(LC 8), 1=-108(LC 8); BUTTE ��__� �� y K=-121(LC 8) . •, - r T (C J` �( ;r Max Grav All reactions 250 Ib or less at joint(s) G, H, I, K except A=253(LC 5), J=253(LC 15) r _ ,• r' x FORCES. (Ib) --Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BUILDING DIVISION, TOP CHORD • A -B=-341/236, B -C=-275/187 _ _41NOTES. (10) ` , APPR0� 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 Tight exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct=1. , 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will • fit between the bottom chord and any other members, with BCDL = 10.Opsf. 1 7) A plate rating reduction of 20% has been applied for the green lumber members.. F ESS/O 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) H except (jt=lb) Q�� N�! A=129, G=106, J=121, 1=108, K=121. r �Q ��ON10 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ti;,• ,, c v o C 76428 z - .; !.' - ,. , ..• a .• , . . � � EXP. 12/3112016 m 1. CIVIL ' March 21,2016 ;',& WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MI -7473 rev. 10/0.4/2018 BEFORE USE. '; R r Design valid for use only wilh Mnek® connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not ] s a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design Into the overall • - bullding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k� • is always required for slabikty and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the . 4 - 1 fabrication. storage, delivery. erection and bracing of trusses and truss systems. see ANSIAPII Quality Criteria, OSS -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 - ' Citrus Heights, CA 95610 b Truss Truss Type Qty Ply Avila'R46B57001 r a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall TOLL 30.0 SPACING- 2-0-0 CSI. DEFL. 03-024 LAY12 GABLE 2 1 Plate Grip DOL 1.15 TC 0.59 { Vert(LL) n/a n/a 999 Job Reference (optional) STS I LMS PLUS LUMetK UV, ANUtKSUN, UA /.(i"u a Sep 29 zu15 MI l ek Inaustrles, Inc. Men Mar 2105:22:53 2016 Page 1 ID:VKctW1 rgOkNgUKuzQBjsEzdl3w-EEBdDxzTEmUJnfXRiQpGEIsGkGTtTEExVZOLRgzYnPW r 9-11.5 17-11-5 9.11.5 8-0-0 6x8 // 4x5 11 Scale c 1:65.8 TO BE USED AS A FILLER TRUSS ONLY G H I J K L 3x4 // W V U T S R Q P O N M 4x5 11 LOADING (psi) 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 Design volid for use ony with MTek® connectors. This design is based only upon parametersshown, and is for on individual building component, not (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=30.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall TOLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.59 { Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.25 Vert(TL) n/a n/a 999 CIVIC �P BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(TL) -0.00 M n/a n/a Code IBC2012/TP12007 (Matrix) Weight: 180 Ib FT = 20% BCDL 0 LUMBER- BRACING - TOP CHORD 2x4 DF Stud/Std G TOP CHORD BOT CHORD 2x4 DF No.2 G WEBS 2x4 OF No.2 G BOT CHORD OTHERS 2x4 DF Stud/Std G WEBS REACTIONS. All bearings 17-11-5. -- (lb) - Max Horz A=394(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) S, 0, P, Q, T except A=-180(LC 6), M=148(LC 7), N=-180(LC 4), R=-106(LC 7), W=-123(LC 8), V=-118(LC 8), U=-126(LC 8) Max Grav All reactions 250 Ib or less at joints) M, N, S. 0, P, Q, R, W, V, T except A=332(LC 5), U=294(LC 15) FORCES.' (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-444/298, B -C=-381/254, C -D=-312/205, D -E=-277/183 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpi L -M, K -N, F -S, J-0, I -P, H -Q, G -R, E -T MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. BUTTE COUNT, Y BUILDING DeVI5I0N AP P in NOTES- ' (11) 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 Design volid for use ony with MTek® connectors. This design is based only upon parametersshown, and is for on individual building component, not (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=30.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. ()FESSIO/V 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 live load 20.Opsf bottom OQ ON �O C , a of on the 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 lumber members. CV 2 green 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1100 lb uplift at joint(s) S, 0, P. Q, T exceptJ C 76428 7 Qt=1b) A=180, M=148, N=180, R=106, W=123, V=118, U=126. "Semi-rigid IZ 10) pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4 EXp:12/3112016 n1 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. CIVIC �P OFCAI.\F��� March 21,2016 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 601.7473 rev. 10/03/2016 BEFORE USE • Design volid for use ony with MTek® connectors. This design is based only upon parametersshown, and is for on individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of IndMdual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication• storage. derrvery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type i' Qty PlyAvIIa SPACING- 2-0-0 CSI. • in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) - R46857002 1603.024 Vol Valley 1 1 Lumber DOL 1.15 BC 0.11 Vert(TL) n/a n/a 999 BCLL 0.0 ' Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MI -Tek Industries, Inc. Mon Mar 2105:22:54 2016 Page 1 ID:V KctW1 _rgOkNgUKuzQBjsEzdl 3w -i0 iOQH_5?3cA0p6eG7KVnyPZogrMCja4kDBuzGzYnPV 6-6-15 1-4-15 Scale = 1:22.2 4x4 = C F E 2x4 5- 2x4 II 3x4 = FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.����� ®� N[�e WEBS B -F=-302/130 NOTES. (10) BUILDING DIVISION 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{� $I ' '� (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33;. AP ice' 2) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 i i 1 11 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) E, F. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�,,,()FESS/0&4Z 2��o ON10 h, F2c C 76428 �Pz EXP. 12/31/2016 m * , , \F pF A March 21,2016 ® WARNING - Verily design parameters end READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MP7473 ray. 10/0]/2015 BEFORE USE. 7-11.14 7-11-14 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and Is for an Individual building component, not LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.12 Vert(LL) n/a n/a 999 MT20 220/195 BCDL 10.0 Lumber DOL 1.15 BC 0.11 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WE 0.06 Horz(TL) 0.00 E n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 31 Ib FT = 20% + LUMBER- BRACING - TOP CHORD 2x4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.2 G end verticals. WEBS 2x4 OF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 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=152/7-11-14, E=178/7-11-14, F=393/7-11-14 Max Horz A=97(LC 7) Max UpliftE=-18(LC 11), F=-76(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.����� ®� N[�e WEBS B -F=-302/130 NOTES. (10) BUILDING DIVISION 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{� $I ' '� (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33;. AP ice' 2) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 i i 1 11 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) E, F. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�,,,()FESS/0&4Z 2��o ON10 h, F2c C 76428 �Pz EXP. 12/31/2016 m * , , \F pF A March 21,2016 ® WARNING - Verily design parameters end READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MP7473 ray. 10/0]/2015 BEFORE USE. • Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and Is for an Individual building component, not o truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of IndMdual truss web and/or Chad members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Qualify Criteria, OSB -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Avila TOLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.06 Vert(LL) n/a n/a 999 848857003 I 1603-024 V02 Valley 1 1 7777 Greenback Lane BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 E n/a n/a Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MITek Industries, Inc. Mon Mar 21 05:22:54 2016 Page 1 ID:VKctW1 rgOkNgUKuzQBjsEzdl3w-iQiOQH_573cAOp6eG7KVnyPamgs9Cjv4kD8uz6zYnPV r 4$15 5.11-14 • 41-15 1-4-15 Scale c 1:16.6 04 = F E 2x4 i 2x4 II 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Ildefl Ud PLATES GRIP TOLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.06 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.06 Vert(TL) n/a n/a 999 7777 Greenback Lane BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 E n/a n/a Citrus Heights, CA 95610 BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight: 22 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-11-14 oc purlins, BOT CHORD 2x4 OF No.2 G except end verticals. WEBS 2x4 OF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 OF 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=114/5 -11 -14,E=138/5 -11-14,F=270/5-11-14 Max Horz A=59(LC 9) Max UpliftE=-14(LC 11), F=-48(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 1 ' NOTES- (10) BUTTE, COUNTY 1) (evelope) gable end Iz neo cantilevemph r eft and cond right exposed ge d vertical left psf;e d Drighiexposed?L Lumber DOL=1 33 plate grip DOL-5ft; Cat. 11; Exp C; enclosed; R�33U 1LDIN `^ IVIS I 2 TCLL: ASCE 7-10; Pf=30.0 psf flat roof snow); Category II; Ex C; Partial) Ex Ct= 1 � 1"E_� P ( ) 9 rY P Y p•. g k_ �� G.. R� 3) Unbalanced snow loads have been considered for this design. AP P 4) Gable requires continuous bottom chord bearing. a 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) E, F. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) WARNING: Engineednq is void unless truss is fabricated by Svstems Plus Lumber Co. ,�'OFESSION4Z oQ P�(ON10 y F2c/ -,' Q C 76428 �� o- o * EXP. 12/3112016 CIV11. SOF uk March 21,2016 ® WARNING - Ve ft design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE MI -7473 rev. 1010312015 BEFORE USE. R Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component. not q a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Avila a truss system. Before use. the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall R46857004 1603-024 V03 Valley 1 1 PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 Suite 109 TC 0.05 Vert(LL) Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 Mrrek Industries, Inc. Mon Mar 2105:22:55 2016 Page 1 ID:V KctW1_rgOkNgU KuzQBjsEzd l3w-AcGOdd jm Nkl OzhgprrkKAxIX4BYxAmEzltS WYzYnPU 3-11-14 2-6-15 1-4.15 t 3x4 = 2x4 i 2x8 11 3x4 = Scale = 1:9.3 Plate O_ffsets_(X,Y)— [8:0-2-0,Edgel, [C:Edge,0-1-51, [C:0-3-2 Edge) R Design valid for use only with Mnek® connectors. This design is based only upon parameters shown, and is for an individual building component, not LOADING (psf) [ a truss system. Before use. the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall TCLL 30.0 SPACING- 2-0-0 MiTek' CSI. DEFL. in (loc) I/defl Lid PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 Suite 109 TC 0.05 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.11 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 C n/a n/a Code IBC2012/TPI2007 (Matrix) Weight: 12 Ib FT = 20% BCDL 00 LUMBER- BRACING - TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3-11-14 of purlins. BOT CHORD 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Right: 2x4 DF Stud/Std -G be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS. (Ib/size) A=169/3 -11-14,C=169/3-11-14 Max Hoa A=-16(LC 11) Max UpliftA=15(LC 10), C=-11(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- (10) BUTTE 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; MWFR� ����� �`� /��ni (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.3 i V 1 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design.� 1 � ®� y..E p �/p 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, C. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�OFESSIO/V4 ON10 yccF.jc. J C 76428 � -7 Cr EXP: 12/3112016 m ATF CIVIL \OF CAL March 21,2016 ® WARNING - Ve ft design parameters and READ NOTES ON THIS AND INCLUDED AMEX REFERENCE PAGE 1191.7473 rev. 101=015 BEFORE USE R Design valid for use only with Mnek® connectors. This design is based only upon parameters shown, and is for an individual building component, not [ a truss system. Before use. the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery. erection and bracing of trusses and truss systems. see ANSI/TPII Qualby Crtieria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Avila (Roof Snow=30.0) Lumber DOL " TCDL 10.0 Rep Stress Incr R48857005 1603.024 VO4 Valley 1 i fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Weight: 11 Ib FT = 20% 7777 Greenback Lane BRACING - Suite 109 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MI7ek Industries, Inc. Mon Mar 21 05:22:55 2016 Page 1 ID:VKctWt rgOkNgUKuzQBjsEzdl3w-AcGOdd,jmNk1OzhgprrkKAxiK4BQxAmEzttSWYzYnPU 4-2-0 2x4 i LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.15 (Roof Snow=30.0) Lumber DOL 1.15 TCDL 10.0 Rep Stress Incr YES BCLL 0.0 ' Code IBC2012rrP12007 LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.2 G REACTIONS. (Ib/size) A=178/4-2-0, B=142/4-2-0, C=36/4-2-0 Max Horz A=66(LC 10) Max UpliftA=-7(,LC 10), B=-62(LC 10) Max Grav A=179(LC 16), 8=148(LC 16), C=71(LC 5) Scale = 1:13.4 DPORT BY OTHERS CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TC 0.19 Vert(LL) n/a n/a 999 MT20 220/195 BC 0.12 Vert(TL) n/a n/a 999 building design. Bracing Indicated Is to prevent buckling of Individual tens web and/or chord members only. Additional temporary and permanent bracing WB 0.00 Horz(TL) -0.00 B n/a n/a Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the (Matrix) fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Weight: 11 Ib FT = 20% 7777 Greenback Lane BRACING - Suite 109 TOP CHORD Structural wood sheathing directly applied or 4-2-0 oc purlins. Citrus Hei Ms CA 95610 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (11) 1) Wind: ASCE 7-10; VuIt=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=30.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 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) Bearing at joint(s) B considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) A, B. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNTY BUILDING DiVills"Oil APIP0v� Q�OFESSIOIV44 �O �ONIO 4,, Q C 76428 z 0 * EXP. 12/3112016 ^� CIV1l_ �TFOFCAl�FO� March 21,2016 ® WARNING - VeA1y design parameters end READ NOTES ON THIS AND INCLUDED MrTEK REFERENCE PAGE M)-7477 rev. 10/07/2015 BEFORE USE. *�� IIS Design valid for use only with M(TeW connectors. This design is based only upon parameters shown, and is for an Individual building component, not me B�• a truss system. Before use. the building designer must verify the opplkability, of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual tens web and/or chord members only. Additional temporary and permanent bracing MiTek� Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 2231 c, - Suite 109 Citrus Hei Ms CA 95610 JJob JTruss Truss Type Qty JPIy'i Avila�� _ • . R46857006 1603024 VOS t Valley .. 1 4 1 - Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA +-u: 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 21 05:22:562016 Page 1 z. ID: VKctWt_rgOkNgUKuzD BjsEzd l3w-epgmrz?LXhsue7GONYMzsNUwdTYDgdON BXd?27zYnPT Scale = 1:8.3 ' r " 71-2 i. 4 d ct • +_ r ' t•,i t, A. v r I, 'p•; �• ,+♦`2x4 i•• - `+ ' 1 •t "' .. 1' . 1 LOADING (pS0 SPACING-' 2.0.0 CSI. p 'DEFL. ' in* (loc) I/deft L/d PLATES GRIP TCLL 30.0, Plate Grip DOL 1.15 TC 0.03 Vert(LL) n/a " n/a 999 MT20 220/195 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.02 Vert(TL) n/a n/a , 999 ' 4- TCLL• - 10.0 ' Rep Stress Incr YES WB- 0.00 Horz(TL) • -0.00 B 'n/a n/a 1 ` BCLL 0.0 BCP 10.0Code IBC2012rrP12007' (Matrix) - 'Weight: 5 Ib FT = 20% ' - :• ' LUMBER- BRACING- ° a • 'j +'. ,TOP CHORD, 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 1 BOT CHORD 2x4 DF No.2 G;` BOT CHORD, 1 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) A=78/2-2-0, B=62/2-2-0, C=16/2-2-0 • t. Max Horz A=29(LC 10) Max UpliftA=-3(LC 10), B=-27(LC 10) 4v R Max Grav A=78(LC 1), B=62(LC 1), C=31 (LC 5) FORCES. (lb) - Max: Comp./Max. Ten. - All forces 250 (lb) or less except when shown. .NOTES- ` • 1) Wind: ASCE 7 ANTE COUNT . ' = 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 gyp D0�1�3 ���' � DN �f (� 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 I p`, J9 ' 3) Unbalanced snow loads have been considered for this design.', I- 4) Gable requires continuous bottom chord bearing. ' ®V I= 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. ' LJ 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 10-0 wide will fit between the bottom chord and any other members., 4, ' 7)'A plate rating reduction of 20% has been applied for the green lumber members. r r 8) Bearing at joint(s) B considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity' k , of bearing surface. 17*' 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. ,ipF ES$ION4 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. �e �� ONTO ` 2 o`' C 7642$ z r EXP, 12/31/2016 ^� CIV IL rFOFul- Marrh 21 2016 ' t' ®WARNING - verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PA GE MI -7479 rev. la(0312016 BEFORE USE Y ' , Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and is for an individual building component, not - , e�• 1. r a truss system. Before use, the building designer must verify the applicability, of design parameters and property incorporate this design Into the overall r building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord membersonly. Additional temporary and permanent bracing ` MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and trusssystems. see ANSI/TPII Quality CrBedo, OSB -89 and SCSI Building Component i 7777 Greenback Lane, . Safety Information available from Truss Plafe Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Dty PlyAvila PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.03 , Vert(LL) -0.00 A >999 240 R48B57007 1603.024 W01 ' Rafter 11 1 BCLL, 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 B n/a n/a Job Reference (optional) JTJ I tMb F'LU.S' LUMHtK UU, ANUtKSUN, GA N C5 7.640 s Sep 29 2015 MiTek IneuStrles. Inc. Mon Mar 21 05:22:55 2016 Page 1 ID:VKctW1 rgOkNgUKu. BjsEzdl3w-epgmrz7LXhsue7GONYMzsNUwgTYXgdONBXd?2?zYnPT A 187 18-7 Scale c 1:8.4 LOADING (psf) TCLL 30.0 SPACING- 2.0-0 CSI. Mal, DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.03 , Vert(LL) -0.00 A >999 240 7777 Greenback Lane TCDL 10.0 Lumber DOL 1.15 BC 0.00 Citrus Heights, CA 95610 Vert(TL) -0.00 A -B >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 IBC2012/TPI2007 (Matrix -M) Weight: 3 Ib FT = 20% LUMBER- BRACING - ..TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-6-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=59/0-3-8, A=59/0-3-8 ' Max Horz A=-28(LC 11) Max UpliftB=-26(LC 11), A=-12(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (9) 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; MWF R3a����COUNTY (envelope) gable end zone; Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1"33 ,� � p 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 [� C 9 ��� NIG v 3 V 3) Unbalanced snow loads have been considered for this design. 4) 'This truss has been for load 20.Opsf bottom L7 V designed alive of on the chord in all areas fit between the bottom chord and any other members. where a rectangle 3-6-0 tall by 1-0-0 wide will P ®� 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, A. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) B, A. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. t 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ,. Q�OFESS/o/N �ONIO =4,O �z C 76428 o EXP. 12/31/2016 * �rFOF q March 21,2016 ® WARNING - Veft design pammeters and READ NOTES ON THIS AND INCLUDED 1107EK REFERENCE PAGE MI -7473 rev. 1070]72016 BEFORE USE * Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and h for an Individual building component, not Mal, a truss system. Before use, the building designer must verify the applicability ability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPll Quality Criteria, OSB -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. _ Suite 109 Citrus Heights, CA 95610 Job - Truss• T, Truss Type Qty Ply, Avila E• c truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design Into the overall - , 846857008 1603.024.' ,f W02 V Rafler - - 11 1 _ • 7777 Greenback Lane - Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. , r Suite 109 Cil. Hel Ms CA 95610 Job Reference optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA - - - - 7.640 sSep 29 2015 MiTek Industries, Inc. Mon Mar 21 05:22:57 2016 Page 1 .' ID:VKCtW1-rgOkNgUKuzQBjsEzdl3w-67082JOzl kFHrCxFtCPb15QtumP4GWQBMZaRzYnPS i, r,. r 1.6.7 187 s /' �•-(.: .r +! •'`i i ; 1''. '4, rr1 r .° Scale= 1:8.4 .. • `-� - B 1', 1.'t.. "•% r ,~" 6.00 12 f01 f • ,r - /.� .1 �f 41 •� + ,.r . - 1 i r r F it , + f.. 1 f . r 1'A • .. - ' r. �f 1-6-7 { • ♦.� 1_&7 1 T a LOADING (psf) SPACING- 2.0_p CSL DEFL.' in J(loc) Ildefl L/d y PLATES . GRIP ' TCLL, 30.0,, (Roof Snow=30.0)' Plate Grip DOL 1.15 TC 0.03 4 • Vert(LL) =0.00 A >999 240 • TCDL 10.0 ` Lumber DOL 1.15 BC • 0.00 Vert(TL) • -0.00. A -B >999 180 . BCLL 0.0 ' r Rep Stress Incr YES WB 0.00 Horz(TL) -0.00: • . B n/a n/a ' BCDL 10.0 i Code IBC20121TPI2007 (Matrix -M) + + " Weight: 3 Ib FT = 20% LUMBER- _ BRACING- ' TOP CHORD 2x4 DF No.1&Btr G 4 TOP CHORD Structural wood sheathing directly applied or 1-6.7 oc purlins. .* • BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. r ` i MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer E, r' r'' Installation guide. " + REACTIONS.. (Ib/size) A=59/0-3-8, 8=59/0-3-8 Max Horz A=28(LC 10) - ` t Max UpliftA=-12(LC 10), B=-26(LC 10) 1 FORCES. (lb) - Max. Comp./Max. Teri. - All forces 250 (lb) or less except when shown. q NOTES- (9) Wind: '► - .. COUNTY ` � .1) nd: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enGosed; 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=30.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 1 r BUILDING 1 @ I L®1 A G DTVI SIGN 3) Unbalanced snow loads have been considered for this design. B �J �A ,• ,• 4) '.This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will Am I� ®�"` fit between the bottom chord and any other members. r0`�,1i !!0{► F��r r ;r 51 A plate rating reduction of 20% has been applied for the green lumber members w x 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) A_, B. 7/ Beveled plate or shim required to provide full bearing surface with truss Chord at joint(s) A, B. - 1 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and_ design of this truss. r 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ' It I U C 76428 z + '' : • EXP. 12/31/2016 ' .3 T.. '. ti^., l'9T CIVj%_ y y� ' , FOFCA�IE WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE 11947473 ray. 10/=015 BEFORE USE -" Design valid for use only with MITek0 connectors. This design is based only upon parameters shown, and b for an individual building component. not •` E• c truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design Into the overall , bulkling design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 'MiTek• 1 ' is aWays required for stability and to prevent collapse with possible personal injury and property damage_. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/fPll Qualify Crtieda, DSB-89 and SCSI Building Component,. • - • 7777 Greenback Lane - Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. , r Suite 109 Cil. Hel Ms CA 95610 K Job Truss Truss Type Qty Ply Avila TOP CHORD 2x4 DF No. 1&Bit G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing •, be installed during truss erection, in accordance with Stabilizer R46857009 1603024 w06 Rafter � � 1 1 Max UpliftB=-13(LC 10), C=-177(LC 11) Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Max GravA=109(LC 17), B=34(LC 7), C=489(LC 17)BU-I-TE C®U�9`T1� Job Reference (optional) bre I tMb FLUB LUMULK UU, ANUtKbUN, UA 7.640 a Sep 29 2015 MTrek Industries, Inc. Mon Mar 2105:22:57 2016 Page 1 ID:VKctW1 rgOkNgUKuzQBjsEzdl3w-67082JOzl_kFHrCxFtCPblzitumP4GWQBMZeRzYnPS G.2 8 7-1.8 A Scale= 1:19.9 4 d LOADING (pso TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCDL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TP12007 CSI. TC 0.52 BC 0.00 WB 0.00 (Matrix -M) DEFL. in (loc) I/deft L/d Vert(LL) 0.01, B -C >999 240 Vert(TL) 0.02 B -C >999 180 Horz(TL) 0.00 C nla n/a PLATES GRIP Weight: 11 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Bit G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing •, be installed during truss erection, in accordance with Stabilizer Inslailalion guide. REACTIONS. (Ib/size) A=87/0-1-8, B=-6/0-1-8, C=488/0-1-8 Max Horz A=-125(LC 11) Max UpliftB=-13(LC 10), C=-177(LC 11) Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Max GravA=109(LC 17), B=34(LC 7), C=489(LC 17)BU-I-TE C®U�9`T1� FORCES. (lb) -Max. Comp./Max. Ten..- All forces 250 (lb) or less except when shown. 13, 1v I L®11 NG DIVISION (10) rr NOTEAk 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,! sS- OVER able end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 late grip D&,1133 (envelope) 9 9 P 9 xP P 9�P 2) TCLL: ASCE 7-10; Pf=30.0 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 live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) A, B. C. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B except (jt=1b) C=177. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) A, B, C. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q?,oFESS/"Q/VgC oN�o �C�0 CO ' C 76428 7 EXP. 31/2016 * OF March 21,2016 ®WARNING - Ve ft design parameters and READ NOTES ON THIS AND INCLUDED MrMK REFERENCE PAGE MP7473 rev. 1dOW015 BEFORE USE R Design valid for use only with Mitel& connectors. This design is based only upon parameters shown, and is far an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MITek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPll Quality Criteria, DSB-89 and SCSI Bu9ding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei Ms CA 95610 Job Truss Truss Type Qty Ply Avila CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 (Roof Snow=30.0) R46657010 1603-024 W07 Rafter 1 1 Lumber DOL 1.15 BC 0.00 Vert(TL) -0.01 A -B >999 180 BCLL 0.0 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 Mrrek Industries, Inc. Mon Mar 21 05:22:57 2016 Page 1 I0:VKctW1 rgOkNgUKuzQBjsEzdl3w-67082JOzl_kFHrCxFtCPbl3DlumP4GWQBMZaRzYnPS 5.11-0 Scale = 1:17.0 2.2-12 2-0-0 0- 12 1-a-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.00 A -B >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.00 Vert(TL) -0.01 A -B >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 IBC2012/TPI2007 (Matrix -M) Weight: 9 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-11-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.'(Ib/size) A=87/0-1-8, B=107/0-1-8, C=278/0-1-8 Max Horz A=-105(LC 11) Max UpliftB=-51(LC 11), C=-104(LC 11) Max GravA=104(LC 17), 8=125(LC 17), C=278(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BUTTE COUNTY 'NOTES- (10) BUILDING DdVISION 1) Wind: ASCE 7-10; end zone; lever left gust) Vasd=87mph; TCDL=6.Opsf; BCDL=t exposed; hd; Lu bet. 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=30.0 psf (Flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 ED 3) Unbalanced snow loads have been considered for this design. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) A, B, C. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B except (jt=1b) C=104. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) A, B, C. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�of ESSIO/V �O �ON10 U C 76428 z o: * EXP. 12J31 /2016 m SOF C March 21,2016 ® WARNING - Verify design pararrrefers and READ NOTES ON THIS AND INCLUDED MrTEK REFERENCE PAGE NJ -7473 rev. 10/x7/1016 BEFORE USE �* Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and Is for an individual building component not � ]�• a truss system. Before use. the building designer must verify the opplk:ability of design parameters and properly incorporate this design Into the overall ii�.i■i building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k� Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII pual8y Criteria, DSB-89 and SCSI BuBding Component 7777 Greenback Lane Safely Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 2231 I. Suite 109 Citrus Hei Ms CA 95610 ( 14 ,•�� •ter •'# r ;+ t S • • 1 '�„ A 1 ,••' / ,.. L i • • a- r Job o „]Truss,. f, + L Qty Ply AvilaR46857011 1603-024 W08 $russType atter ''' 1 - 1' ' building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITek' `^ '•ti' r is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Job Reference (optional) ar a i cmo r�ua wmocrt uu, ruvucrtaurv, un i' I.t14U S Sepp Z9 Z015 Mil ek Inaustries, Inc. Man Mar 21 05:22:58 2015 Peggg 1 ID:VKctW1 rgOkNgUKuzQBjsEzdl3w-aBxWGe1b317btRQPVzPRxoZEzHE78XWgfr666tzYnPR 3-11-8 3-11-0 r,. - - • , ' 1 , S . r . } Scale: T'=1'. 6.00 L12 - s - yr r 2-2-t2 _ ..2 8 3-11-8-, 2-2-12 o -6-l'2 1-9.0 TCLLLOADING(psf) 'TCLL r 'ISPACING- 2-0-0 CSI. DEFL. 30.0 in (loc) I/deft Ud PLATES GRIP - , (Roof Snow=30.0) - 1 Plate Grip DOL 1.15 'TC 0.17 - Vert(LL) 0.00 ' A -B -• >999 • 240 TCDL 10.0 ' Lumber DOL 1.15 BC 0.00 Vert(TL) 0.00 A -B >999 180 BCLL 0.0 • Rep Stress Incr ' YES WB 0.00 HOrz(TL) 0.00 • B n/a n/a • •. i BCDL' 10.0 ` Code IBC2012_ITP12007 (Matrix -M)- . Weight: 6 Ib FT = 20% • 'LUMBER-' ! BRACING. TOP CHORD 2x4 DF No. 186tr G * .r �• r TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins. BOT CHORD , Rigid ceiling directly applied or 10-0-0 oc bracing. , MiTek recommends that Stabilizers and required cross bracing • L ,; , be installed during truss erection, in accordance with Stabilizer '- Installation uide. pf-c REACTIONS. (Ib/size) A=31/0-1-8, B=280/0-1-8 ; _ - Max Horz A=-68(LC 11) v ,- 1' i; Max Uplift B=-1 05(LC 11) ) 1 Max GravA=40(LC 22), B=283(LC 17)` BUtT � COUNTY 4 • FORCES (Ib) -Max. Comp./Max Ten. -All forces 250 (Ib) or less except when shown. } �, ��� dy �{ tl � , t. BUiL V! IO NOTES- '(16), u'.� , �I�����000,,, yyy�"@ 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; MWFRSg� �za g p (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 f!rn Lm, iJ 2) TCLL: "ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1,' r - + _� a 3) Unbalanced snow loads have been considered for this design. r 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will 1 ' fit between the bottom chord and any other members., " • 5) A plate rating reduction of 20% has been applied for the green lumber members. '• 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) A, B. r' , r 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 0=1b) B=105. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) A, B. t ` ,+ +, 9) "Semi-rigid pitchbreaks with fixed heels Member end fixity model was used in the analysis and design of this truss. }, 10) WARNING: Engineering is,void unless truss is fabricated by Systems Plus Lumber Co. ' �!Z) ONIO tiF�2c 1, .•> } _ 6 C. 76428 7 Cr EXP.1213112016 m CIVIL. - ' March 91 91118 _ ®WARNING -Vedly design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 801.7473 rev. lao3,7015 BEFORE USE �1 , - Design valid for use only with MTekS connectors. This design is based only upon parameters shown, and Is Won individual building component. not • ' r ��• Be ' a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall - ' building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITek' ' r is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSIITP11 Qualfly Criterla, DSB-89 and SCSI Building Component ''' ;e 7777 Greenback Lane • Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 - Citrus Helcitris. CA 95610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION s " Center plate on joint unless x, y /4 offsets are indicated. 6-4-8 dimensions shown in ft -in -sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X -bracing, is always required. See BCSI. �� Ci -2 c23 2. Truss bracing must be designed by an engineer. For 0 - /1 6 4 WEBS Sz4 wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I Op bracing should be considered. u 3. Never exceed the design loading shown and never 0- �°p U stack materials on inadequately braced trusses. CL 4. Provide copies of this truss design to the building �O c2 a co -z cs b For 4 x 2 Orientation, locate designer, erection supervisor, property owner and BOTTOM CHORDS plates 0-'n6' from outside all other interested parties. edge of truss. 8 7 6 Z5 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 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE- AROUND THE TRUSS STARTING AT THE JOINT FARTHESTTJO,fti) I joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. connectorlates. P THE LEFT. � � � 7. Design assumes trusses will be suitably protected from location details CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 0 the environment in accord with ANSI/TPI 1. Plate available in MTek 10/20 software or upon request. NUMBERS/LETTERS. ( 8. Unless otherwise noted, moisture content lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS LU Z �p id9.� 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 ICC -ES Reports: 10. Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR -131 1, ESR -1352, ESR 1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER -3907, ESR -2362, ESR -1397, ESR -3282 < camber for dead load deflection. the length parallel to slots. co 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless Otherwise shown. in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at Output. Use T or I bracing spacing indicated on design. — if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. Indicates location where bearings occur. icons vary but (supports) rY © 2012 MTek@ All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. � 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPII : National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, MiTek 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015