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HomeMy WebLinkAboutB16-2068 000-000-000, a BUILDING ENERGY ANALYSIS REPORT PROJECT: Rottschalk Residence 619 Walnutshire Lane Chico, CA 95973 Project Designer: Lynn Smith 199 Sycamore Valley Road Chico, CA 95973 (530) 891-0585 Report Prepared by: Max Ramirez BUTTE ' 22189 Samson Ave. COUNTY Corning, CA 96021 DEC 3 0 2016 (530) 321-7242 DEVELOPMENT SERVICES Job Number: 080116-Rottschalk (LS) #2689-Rev12-30-16 P"IJ 6-4rGCilop, PERMIT# Uie Date: BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR 12/30/2016 CODEC MPL ANCE DATE �/� BY /4-1L 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. EnergyPro 6. by EnergySoR User Number: 5733 ID: 08011 &Roffschalk (L: TABLE OF CONTENTS Cover Page Table of Contents Form CF -1 R -PRF -01-E Certificate of Compliance Form RMS -1. Residential Measures Summary. Form MF -1 R Mandatory Measures Summary EnergyPro 6. by EnergySoft Job Number: ID: 080116-Rottschalk (LS) #2689 -Rev User Number. 5733 e 1 2 3 11 12 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation DatelTime: 10:51, Fri, Dec 30, 2016 Calculation Description: Title 24 Analysis Input File Name: 080116-Rottschalk LS) #2689-Rev-12-30-2016.ribdx CF1 R -PRF -01 Page 1 of 8 GENERAL INFORMATION ENERGY USE SUMMARY '01 Project Name Residential Building 04 05 02 Calculation Description Title 24 Analysis 08 Energy Use (kTDV/ft2-yr) ' 03 Project Location 619 Walnutshire Lane Compliance Margin Percent Improvement 04 City Chico 05 Standards Version Compliance 2015 06 -Zip Code 95973 07 Compliance Manager Version BEMCmpMgr 2013-4b (433) 08 Climate Zone CZ11 09 Software Version EnergyPro 6.8 10 Building Type Single Family 11 Front Orientation (deglCardinal) 0 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ft2) 2689 15 Number of Zones 1 16 Slab Area (ft2) 2689 17 Number of Stories 1 18 Addition Cond. Floor Aie'a N/A 19 Natural Gas Available Yes 20 Addition Slab Area (ft2j NIA 21 Glazing Percentage 15.4% � XX Wt COMPLIANCE RESULTS" 01 Building Complies with Computer Performance i t &* ` ' -`"j "`` fi" n - 02 ' This building incorporates featur "hat require field°testing and/or.-verificatiowby a certified' ;HERS rater under the supervision of a CEC-approved HERS provider. �yay* 4F ;?� '►� 5.�...z.� �7e Registration Number: 216-NO2894878-000000000-0000 Registration Date/Time: 201612-3011:05:33 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-12-3010:52:29 ENERGY USE SUMMARY + 04 05 06 - 07 08 Energy Use (kTDV/ft2-yr) ' Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 25.57 20.31 5.26 20.6% Space Cooling 39.88 44.67 -4.79 -12.0% IAQ Ventilation 0.98 0.98 0.00 0.0% Water Heating 10.89 10.49 0.40 3.7% Photovoltaic Offset -- 0.00 0.00 — Compliance Energy Total 77.32 76.45 0.87 1.1% Registration Number: 216-NO2894878-000000000-0000 Registration Date/Time: 201612-3011:05:33 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-12-3010:52:29 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01 Project Name: Residential Building Calculation Date/Time: 10:51, Fri, Dec 30, 2016 Page 2 of 8 Calculation Description: Title 24 Analysis Input File Name: 080116-Rottschalk LS) #2689-Rev-12-30-2016.ribdx 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 HERS FEATURE SUMMARY The following is a summary of the features that must be field -verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building components tables below. Building -level Verifications: • IAQ mechanical ventilation Cooling System Verifications:. ' • Minimum Airflow, • Verified EER • Fan Efficacy Watts/CFM HVAC Distribution System Verifications: • Duct Sealing - Domestic Hot Water System Verifications: — None — .r x� ENERGY DESIGN RATING �,•-^'�`•"�' This is the sum of the annual TDV energy consumption foi(endrgy use-componen hsl included in}the perfo'rmance'compliance appioacch:for the Standard Design Building (Energy Budget) and the annual TDV energy consumption for lighting and componenti not -regulated by Title 24; Party:6, (such asdomestic appliances:and consumer electronics) and accounting for the annual TDV energy offset by an on-site renewable energy system. f RefereriwceEnergy Use Energy Design Rating Margin Percent Improvement Total Energy (kMV/f2-yr)* " "'A #12'2.12`*` WA -0 121.25 0.87 0.7% • 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 2689 1 3 1 0 1 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft2) Avg. Ceiling Height Water Heating System 1 Water Heating System 2 Zone 1 Conditioned HVAC Systeml 2689 9 DHW Sys 1 Registration Number: 216-N0289487B-000000000-0000 Registration Date/Time: 2016-12-30 11:05:33 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFSR-03112016-433 Report Generated at: 2016-12-3010:52:29 - f CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 10:51, Fri, Dec 30, 2016 Calculation Description: Title 24 Analysis Input File Name: 080116-Rottschalk LS) #2689-Rev-12-30-2016.ribdx CF1 R -PRF -01 ~ Page 3 of 8 OPAQUE SURFACES =f R 4I I ff P-4 1 X10) 11 t� -01 ]02�'� 9 t� .11 �� 1 } 1104A 1a X7 05t l' 11''A .x0w. 06 07 08 Name Construction N, Type . &Roof�Rise.... 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft2) Window & Door Area (ft2) Tilt (deg) Front Wall Zone 1 R-21 Wall 0 Front 621.7 149 90 Left Wali Zone 1 R-21 Wall 90 Left - 543.3 66 90 Rear Wall Zone 1 R-21 Wall 180 Back 861.7 230.2 90 Right Wall Zone 1 R-21 Wall 270 Right 590 10 90 Demising Wall Zone 1» Garage_ R-21 Wall1 0.23 Insect Screen (default) 283.3 17.7 Roof Zone 1 R-38 Roof Attic -2689 Front Wall 2 Garage_ R-0 Wali 0 Front 370 208 90 Left Wall 2 Garage_ R-0 Wall 90 Left 250 90 Rear Wall 2 # Garage_ R-0 Wall 180 Back 130 '90 Right Wall 2 � �r�Garagq_ R-0 Wall 270 Right • 203.3 90 Roof 2.1 Garage_ R-0 Roof Attic 866 ATTIC 6 I =f R 4I I ff P-4 1 X10) 11 t� -01 ]02�'� 9 t� .11 �� 1 } 1104A 1a X7 05t l' 11''A .x0w. 06 07 08 Name Construction N, Type . &Roof�Rise.... kRo6fjlkeflectance� .Roof Emittance Radiant Barrier Cool Roof Attic Garage_ Attic Garage Roof Cons Ven4ilated" '4 �" 6` " "" 0` l* ' 40— 4- 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) Multipll er Area (ft2) U -factor SHGC Exterior Shading Window Window Front Wall (Front -0) -- — 1 109.0 0.30 0.23 Insect Screen (default) Window 2 Window Left Wall (Left -90) -- - — 1 66.0 0.30 0.23 Insect Screen (default) Window 3 Window Rear Wall (Back -180) — — 1 230.2 0.30 0.23 Insect Screen (default) Window 4 Window Right Wall (Right -270) --- -- 1 10.0 0.30 0.23 Insect Screen (default) Registration Number: 216-NO2894878-000000000-0000 Registration Date/Time: 2016-12-3011:05:33 HERS Provider: CaICERTS Inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-12-3010:52:29 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Description: Title 24 Analysis Calculation Date/Time: 10:51, Fri, Dec 30, 2016 Input File Name: 080116-Rottschalk LS) #2689-Rev-12-30-2016.ribdx CFI R -PRF -01 Page 4 of 8 DOORS 01 02 03 01 02 03 04 Name Side of Building Area (ft2) U -factor Door Front Wall 40.0 0.50 Door 2 Demising Wall 17.7 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 2689 261.8 None 0.8 No • Inside Finish: Gypsum Board Garage_ 866 95.3 None 0 No • Cavity/ Frame: no insul. / 2x4 R-0 Wall Exterior Walls Wood Framed Wall 2x4 @ 16 In. O.C. none 0.361 Exterior Finish: 3 Coat Stucco Ceilings (below `: Inside Finish: Gypsum Board R-0 Roof Attic `:" —attic) fj ;,_Wood Framed Ceiling. 2x4 @ 24 in. O.C. , none 0.481 Cavity/ Frame: no insul. /2x4 ,�'.,� 2x4 Top Chord of RoofTeuss=@'24 - Cavity / Frame: no insul. / 2x4 Top Chrd Roof Deck: Wood Siding/sheathing/decking Attic Garage Roof Cons Att�C)oofs ` t Wood FraredCeling� 11 0 1 in O C none X0644 Roofing: Light Roof (Asphalt Shingle) y < Q 1,�= U r. Z�tf 11 U N� 5 Cavity /Frame: no insul. / 2x4 Top Chrd '� 2x4 Top,.Chord of�Roof Truss.@ 24 norm � Roof Deck. Wood Siding/sheathing/decking Attic RoofZone 1 Attic Roofs Wood�Framed Ceiling in Q:C. x TO':644 •Roofing: Light Roof (Asphalt Shingle) • Inside Finish: Gypsum Board • Cavity / Frame: R-21 / 2x6 R-21 Wall Exterior Walls Wood Framed Wall 2x6 @ 16 in. O.C. R 21 0.069 Exterior Finish: 3 Coat Stucco • 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. R38 0.025 Over Ceiling 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 (ft) Perimeter (ft) Edge Insul. R -value & Depth Carpeted Fraction Heated Slab Zone 1 2689 261.8 None 0.8 No Slab 2 Garage_ 866 95.3 None 0 No Registration Number: 216-NO2894878-000000000-0000 Registration Date/Time: 2016-12-30 11:05:33 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - MR -03112016-433 Report Generated at: 2016-12-3010:52:29 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Description: Title 24 Analysis Calculation Date/Time: 10:51, Fri, Dec 30, 2016 Input File Name: 080116-Rottschalk LS) #2689-Rev-12-30-2016.ribdx 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 — CF1 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 Name Heater Ele e�nI t Type Tank Type - Tank Volume (gal) Energy Factor or Efficiency Input Rating Tank Exterior Insulation R -value Standby Loss (Fraction) DHW Heater 1 —Natural Gas–` --- „- Small Storage 50 0.62 40000-Btu/hr 0 0 .f( :�.:: WATER HEATING - HERS VERIFICATIONfl,,' 01 01 02� 04 04krX05 '� 06 07 Name Pipe Insulation -r- V Parallel Piping ti V I Uli 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 94 AFUE Registration Number: 216-N0289487B-000000000-0000 Registration Date/Time: 2016-12-30 11:05:33 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-12-3010:52:29 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 10:51, Fri, Dec 30, 2016 Calculation Description: Title 24 Analysis Input File Name: 080116-Rottschalk LS) #2689-Rev-12-30-2016.ribdx CF1 R-PRF=01 Page 6 of 8 HVAC - COOLING UNIT TYPES 01 02 03 04 05 06 07 Name Verified Airflow Efficiency Verified EER Multi -speed Verified Refrigerant Charge Name System Type EER SEER Zonally Controlled Compressor HERS Verification Cooling Component 1 I SplitAirCond 1 12.2 7— 14 Not Zonal Single Speed Cooling Component 1 1 -hers -cool HVAC COOLING - HERS VERIFICATION 01 02 03 04 05 06 Name Verified Airflow Airflow Target Verified EER Verifled SEER Verified Refrigerant Charge Cooling Component 1 -hers -cool Required 350 Required Not Required Not Required IF HVAC - DISTRIBUTION SYSTEMS 01 1 /,02-1 03 04 05 06 07 Name Type.:.:--• �..--vrDuct Leakage Insulation R -value Duct Location Bypass Duct HERS Verification Air Distribution System 1 �.rA DuctsAttic , Sealed and.tested 8 Attic . None Air Distribution System 1 -hers -dist I or J'.C. 11 •lY arl-1r 11 7Y 'I AP I% YE II .I it 7@ 49.4& HVAC DISTRIBUTION - HERS VERIFICATIO'N' r 01 02 rl 1=03M > #"`04 'k- f V 05 . MO 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-No289487B-000000000-0000 Registration Date/Time: 2016-12-3011:05:33 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at -'2016-12-30 10:52:29 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01 Project Name: Residential Building Calculation Date/Time: 10:51, Fri, Dec 30, 2016 Page 7 of 8 Calculation Description: Title 24 Analysis. Input File Name: 080116-Rottschalk LS) #2689-Rev-12-30-2016.ribdx 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 56.89 0.25 Default 0 Required Registration Number: 216-N0289487B-000000000-0000 Registration Date/Time: 2016-12-30 11:05:33 HERS Provider: CaICERTS Inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-12-30 10:52:29 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation DatefTime: 10:51, Fri, Dec 30, 2016 Calculation Description: TiUe 24 Analysis Input File Name: 080116-Rottschalk LS) #2689-Rev-12-30-2016.ribdx CFI 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: Laxmtrez Max Ramirez Company: Signature Date: Golden Sun Designs 2016-12-30 11:05:33 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 1 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. c -._ij/ I--, I 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 6. the enforcement agency,for approval.with,this.building permit application. Responsible Designer Name: f ��I/ I x Responsible Designer Signature. . Max Ramirez caxmfiez '4L t _l`f r Company: p Date Signed: IE R Golden Sun Designs 2i6-1230 11:0:33 Address: License: 22189 Samson Ave NA City/State/Zip: Phone: Corning, CA 96021 530-321-7242 Digitally signed by CalCERTS. 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-N0289487&000000000-0000 Registration Date/Time: 2016-12-30 11:05:33 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFSR-03112016-433 Report Generated at: 2016-12-3010:52:29 RESIDENTIAL MEASURES SUMMARY RMS -1 Project Name Rottschalk Residence Building Type m Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 12/30/2016 Project Address 619 Walnutshire Lane Chico California Energy Climate Zone CA Climate Zone 11 Total Cond. Floor Area 2,689 Addition n/a # of Units 1 INSULATION Construction Type Area Cavi (e Special Features Status Wall Wood Framed R 21 2,427 New boor Opaque Door - no insulation 40 Roof Wood Framed Attic R 38 2,689 New New Slab Unheated Slab -on -Grade no insulation 2,689 Perim = 262' New FENESTRATION I Total Area: 415 Glazing Percentage: 15.4 % New/Altered Average U -Factor. Orientation Area(ft) U -Fac SHGC Overhang Sidefins Exterior Shades 0.30 Status Front (N) 109.0 0.300 0.23 none none Bug Screen New Left (E) 66.0 0.300 Rear (S) 230.2 0.300 0.23 none none Bug Screen 0.23 none none Bug Screen New New Right (Vl9 10.0 0.300 0.23 none none Bug Screen New HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status 1 Central Furnace 94% 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 Ener Pro 6. by Ener Soft User Number. • 5733 ID: 080116-Rottschalk L: 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 COMDliance aDDroach used. E' xceDtions may anniv. Review the recnective Inde sectinn fnr mnre infnrmatinn Building Envelope Measures: § 110.6(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. § 110.8(a): Insulation specified or installed meets Standards for Insulating Material. Indicate type and include on the CF211. § 110.8(1): 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 CF 1 R. § 110.86): A radiant barrier shall have an emittance of 0.05 or less when the installation of a radiant barrier is specified on the CFIR. 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. § 150.0(b): Loose fill insulation shall conform with manufacturer's installed design labeled R -value. § 150.0(c): Minimum R-13 insulation in 2x4 inch wood flaming 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. § 150.0(g)1: In Climate Zones 14 and 16 a Class II vapor retarder shall be installed on the conditioned space side of all insulation in all exterior 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 II vapor retarder. In a building having a controlled ventilation crawl space, a Class I or Class II 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 averse U -factor of all fenestration shall not exceed 0.58. Fireplaces, Decorative Gas Appliances and Gas Log Measures: §150.0(e)IA: Masonry or factory -built fireplaces have a closable metal or glass door covering the entire opening of the firebox. § 150.0(e)IB: Masonry or factory -built fireplaces have a combustion outside air intake, which is at least six square inches in area and is equipped with a readily accessible, operable, and tight -fitting damper or a combustion -air control device. §150.0(e)IC: Masonry or factory -built fireplaces have a flue damper with a readily accessible control. § 150.0(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 §I 10.3(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 and spa heaters. §150.0(h)l : Heating and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA using design conditions specified in §150.0(h)2. § 150.0(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. § 150.0(i): Heating systems are equipped with thermostats that meet the setback requirements of § 110.2(c). § 150.06)1 A: 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. § 150.00)1 B: 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 § I50.06)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. § 150.06)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 § 150.06)2C: Pipe for cooling system lines shalt 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 I § 150.00)3B: or Class II vapor retarding facing, or the insulation shall be installed at the thickness that qualifies as a Class I or Class II 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)l: 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 agency 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)1: with mastic, tape, or other duct -closure system that meets the applicable requirements of UL 181, UL 181 A, or UL I81B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than '/< 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 § 150.0(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 insulation thickness; and duct labeling. § 150.0(m)7: All fan systems that exchange air between the conditioned space and the outside of the building must have backdraR or automatic dampers. § 150.0(m)8: Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers except combustion inlet and outlet air openings and elevator shaft vents. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind but not § 150.0(m)9: limited to the following: insulation exposed to weather shall be suitable for outdoor service. For example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from 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 § I50.0(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/CFM 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(o)IA: 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- grammed 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. § I50.0(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. §150.0(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)1B: 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)IC: § 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 er 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)1E: more than 5 watts of power per luminaire or exhaust fan as determined in accordance with § I30.0(c). Night lights do not need to be controlled by vacancy sensors. §I50.0(k)IF: Lighting integral to exhaust fans (except when installed by the manufacturer in kitchen exhaust hoods) shall meet the applicable requirements of § 150.0 § 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 installed to comply with § 150.0(k). § 150.0(k)2F: Lighting controls comply with applicable requirements of § 110.9. An Energy Management Control System (EMCS) may be used to comply with dimmer requirements if. it functions as a dimmer § 150.0(k)2G: according to § 110.9; meets Installation Certificate requirements of § 130.4; the EMCS requirements of § 130.5; and all other requirements in § 150.0(k)2. An Energy Management Control System (EMCS) may be used to comply with vacancy sensor requirements of § 150.0(k) if. it § 150.0(k)2H: functions as a vacancy sensor according to § 110.9; meets Installation Certificate requirements of §130.4; the EMCS requirements 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 § 150.0(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 testing/rating 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 § I50.0(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 prograrnmed to automatically tum 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 § 150.0(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. § 150.0(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 nonresidential garages in § 110.9, § 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 light 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)l: tentative subdivision map for the residences has been deemed complete, by the enforcement agency, on or after January 1, 2014, shall comply with therequirements of § 110.10 through 110.10 e . § 110.10(a)2: Low-rise multi -family buildings shall comply with the requirements of § 110.10(b) through § 110.10(d). The solar zone shall have a minimum total area as described below. The solar zone shall comply with access, pathway, smoke ventilation, and spacing requirements as specified in Title 24, Part 9 or other Parts of Title 24 or in any requirements adopted by a local jurisdiction. The solar zone total area shall be comprised of areas that have no dimension less than 5 feet and are no less than 80 square feet each for buildings with roof areas less than or equal to 10,000 square feet or no less than 160 square feet each for § 110.10(b) l: buildings with roof areas greater than 10,000 square feet. For single family residences the solar zone shall be located on the roof or overhang of the building and have a total area no less than 250 square feet. For low-rise multi -family buildings the solar zone shall be located on the roof or overhang of the building or on the roof or overhang of another structure located within 250 feet of 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". I ` E, ;,w 383 Ri.o Lindo Ave, Chico, CA 95926 p. (530) 592-4407 www.summitchico.corn Structural Calculations For: Client: Sam Rottschalk Project: Rottscha.lk Residence (Plan 2689).- Change From 9' to 10' Plate Ht. (Delta 2) Address! 619. Walnutshire'Lane, Chico, CA Provide special inspection reports to the Building Inspector for review and I' approval prior to final building field inspection - CAN CRA,JcA—c_f PERMIT # (O BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE`• 14 7 4�0 1-7 BY_ C7 88 m' EXP. t ,� vx,jlb .fG BIJTTE COUNTY '+ DEC 3 ® 2016 DEVELOPMENT SERVICES -Note: Summit Structural Design (SSD) is not responsible for on-site inspection to assure complia CE? with the standards, sizes, materials, or workmanship specified herein. SSD is not responsiblez for any structural .elerrient or system not specifically, noted .in this set of specifications/calculations unless authorized in writing by S.SD. Workmanship shall be of the highest quality and in all cases shall follow accepted fcons1ruction practice, the latest edition of the California. Building Code, and local building department standards. E35_ ERVIGE ACCESS TUB MOTOR. GFGI BREAKER ON dL BRANCH CIRCUIT. VALVE NQTE: NDIVIDUAL THERMOSTATIC LVES•PRE55URE OR COMBINATION PE. CPG 408.3 SAFETY GLAS5 IF 7F EXPOSED EDGE OF 5 LESS THAN 60- ABOVE A • SURFACE a DRAIN INLET. 28b8 IOI, EMbEp T� Frb�bE�o� "5t—L rLtmk PLP -'.l S��a� 1� SF1• XIF E Pox ivy Sc Qct �• 13'-o' r - E s i 6.- Sta- 1 8'-2" 1 2'-0" 10'-S" 2'-4" 5'-d Lb' -4" b'- 2'-3" 3'-6' 3'-b" 2'-9" 2'-0' -j ry to DRESSING TABLE T �i yd In �' - V Q' W lu J_ GRANITE TOP •30' p P A TERMINATE OUTSIDE MASTER HB S E Q C J TILE FLOOR �yQ N OF THE BUILDING Wl BACK -DRAFT L= 12.0' Q /L � `h��l 6oJC b" POST (LN J i r rJAvoEoS `�-�`T NV PB5 0 ® J O) 1 bd EACH SIDE 26305H i EACH TOP PLATE _ _ - 5PLIGE THIS LINE T.P. O Lu -i J TOILEy���� E35_ ERVIGE ACCESS TUB MOTOR. GFGI BREAKER ON dL BRANCH CIRCUIT. VALVE NQTE: NDIVIDUAL THERMOSTATIC LVES•PRE55URE OR COMBINATION PE. CPG 408.3 SAFETY GLAS5 IF 7F EXPOSED EDGE OF 5 LESS THAN 60- ABOVE A • SURFACE a DRAIN INLET. BARN DOOR PROVIDE i BEDROOM YVINDON; LITH A MIN. NET CLEAR OPENING OF 5.1 SOFT. EXGEPTIO\: GRADE FLOOR OPENING CAN PAVE A MIN. NET CLEAR OPENING OF 5.0 SOFT. SILL HEIGHT: MAX. 44' ABOVE FLOOR Niki• OPENING HEI6H-, : 24-. MIN, OP NTNG YVDTH: 2G" 3050SH _ _ 3050SH _ _ 3050SH DINING 1NOOD OR RESILIENT FLOOR SEE ENVIRONMENTAL NOTES 10- 1 2_ 2565 ONE LITE 51E11 O- ass DOOR KITCHEN NtOOD OR RESILIENT LOOR SEE ENVIRONMENTAL FLUSH =A T INC BAR +3 E NOTES 10-12 - r 6 ,0 P51 �A TSG �'!W/ 28b8 GRANITE X36" - ? - TOR! SPLASHfill �• Ft�fl rN� � ILL Q -j ry to DRESSING TABLE In �' - V Q' W lu J_ GRANITE TOP •30' p P A b MASTER HB BATH J TILE FLOOR (LN J ry r N co _ O 0 ® J ~c, - BARN DOOR PROVIDE i BEDROOM YVINDON; LITH A MIN. NET CLEAR OPENING OF 5.1 SOFT. EXGEPTIO\: GRADE FLOOR OPENING CAN PAVE A MIN. NET CLEAR OPENING OF 5.0 SOFT. SILL HEIGHT: MAX. 44' ABOVE FLOOR Niki• OPENING HEI6H-, : 24-. MIN, OP NTNG YVDTH: 2G" 3050SH _ _ 3050SH _ _ 3050SH DINING 1NOOD OR RESILIENT FLOOR SEE ENVIRONMENTAL NOTES 10- 1 2_ 2565 ONE LITE 51E11 O- ass DOOR KITCHEN NtOOD OR RESILIENT LOOR SEE ENVIRONMENTAL FLUSH =A T INC BAR +3 E NOTES 10-12 - r 6 ,0 P51 �A TSG �'!W/ O) 16d EACH F TOP PLATE .ICE THI5 LINE Revised Calculations I s Summit Structural Design Project: Rottschalk Residence Engineer: RKB Design of:, Seismic Mass and Seismic Load Development ` Area (ft) Weight.(Ibs) Roof 5086 91713 Roof Snow (20%) 0 0 • Height (ft) Length. (ft)- Weight (Ibs) Walls.(ext) 10 356, 32040 Walls(int) 10 200 6000 Tota!' 129753 Roof Area (ft 2) Floor Area. (ft2} Ultimate Working Stress 5086. 0 .10726 7662 Roof Trib Line Shear (Ibs) Shear (Ibs) Wall Line Area (ft2) Working Stress rho Total _ 1 220 331 1.30 431 2 1060 1597 1.30 2076 3 1960 2953 1:30 3838 4 1470 2214 1.30 2879 5 376 566 1.30 736 A 1940 2922 1.30, 3799 B 25,36 _. 3820 1.30 4966 C 610 _ 919 1.30 1195 x Summit Structural Design Project: Roftschalk Residence, Engineer: RKB 5 VEQ (kips) Design of: Seismic. Load Development (ASCE 7-10) 30. 10 130 1298 Seismic Design Category D Ss 0.617 Mapped 0:2 sec.spectral response Occupancy 2 S1. ------_n_ -76 Mapped 1 sec spectral,response t 1 Site Class i 0 In accordance With Ch. 20. e.}. TL 16 SMS. 0.806 Max Considered EQ SM1 '0.510 Max Considered EQ SDS 0.537 Design Spectral Response (0.2 Sec) Shear System Light framed Walls R 6.:5 Omega 3 Cd 4• Ht Limit 65 Cs 0.08 12.8-2 Max Cs 0.47 Min'Cs, 0.02. (.01 outside of S1) Ct 0.02 x 0.75 Ta - 0.11 Cu 1.4 MaxT 0.16 No limit for drift Use T 0.11 Alt Ss 0.617 ' V= . 0.083 *W Height to Roof (hn) = 10 ft V= 10.7 k Vert Dist Exp, (k) 1 Level Story Ht. (ft) hi (ft) wi (kips) (wi*hi) (kip ft) 129.8 1298 . t Cvx Veq (kips) 5 VEQ (kips) Diaph. (kips) ROOF 30. 10 130 1298 1.00 10.7 11 14 Summit Structural Design Project: Rottschalk Residence Engineer: RKB Design of : MWFRS-Envelope Procedure (ASCE 7-10, Section 28.6) Conditions: 1. Simple Diaphragm !� CASE B FUSE 0--0') 2. Low-rise Y 3. Enclosed 4. Regular Shaped 5. Not Flexible o_3) J 6. Not Subject to: �/ ! �/' f CASE A �. `X., ` �, / / ` . (E) / r a) across wind loading b) vortex shedding ''•vim c) instability (gallup/flutter) j/ d} channeling effect e) buffeting (upwind obstructions) 7. Approx. Symetrica1.Cross Section With Flat, Gable, or Hip Roof S 45' ' c) 8. Exempt From Torsional Load Cases Indicated in Note 5 of Fig. 28.4-1, or �`. � ,• / r, AS,. A the Torsional Load Cases do. not Control the Design: CASE Q'^ �'i '`: 'r �,. (1) story and h530 ft. or (2) story max and light framed or (2) story max and flex. diaphragm L= 99 Long. Bldg. Dim. (ft) -' 2aL= 12.0 ft. T= 64 Transv. Bldg. Dim. (ft) 2aT= 12.0 ft. V= 110 Basic Wind Speed (110 or 115 mph) LCF= 0.60 Load Combination Factor A= - • 1.21 Adjustment Factor KZt= -1.00 Topographic Factor Adjustment Factor for Bldg Height and h= 15 Mean 'Roof Height (ft) Exposure, X 0= 25. Closest Roof Angle Mean Roof Exposure (5°,100,150,20°,25°,or 30.°) Ht. (ft) B C D MWFRS Wind Loads (psf), ps=LCF*A*Kzt*ps30 15 1.00 1.21 1.47 Location ps, 0=0 ps, 0=25 Min. Net Ovhg. 20 1.00 1.29 1.55 A-110 13.9 17.5 9.6 25 1.00 1.35 1.61 B-110 2.8 4.8 30 1.00 1.40 1.66 C-110 9.2 12.6 9.6 35 1.05 --1.45-1.70 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 1.78 F-110 -9.5 -10.650 1.16 1.56 1.81 G-110 -11.6. �6- -12.3 55 1.19 1.59 1.84 H-110 -7.3 -8.5 60 1.22 1.62 1.87 Summit Structural Design Project: Rottschalk Residence Engineer: RK6 Design of : Lateral Force Summary Wind Seismic Wall Line Shear Obs) -Shear (lbs) Control 1 614 431 Wind 2 1829 2076 Seismic 3 4070 3838 Wind , 4 2760 2879 Seismic ' 5 1006 736 ' Windt A 1130 3799 Seismic B 2568 4966 Seismic, C 1338 •.1195 Wind ` Summit Structural Design Project: Rottschalk Residence Engineer: RKS Design of: -Shear Wall Framing Total Resistive Segment Segment Lateral Wall Overall Resistive Aspect Gravity OT OT Righting Net Wall Load Length Load Edge Nail Length Length Ratio Load Height Moment Moment M/D Line Pbs) (ft) (pif), (in) (ft) (ft) Factor (Ib/ft) (ft) (ft -Ib) ft -Ib) (Ib) 1-w 614. 6.00 102' 6" 6.00 6.00 1.00 150 10 6137 2700 753 i -eq 431 6.00 72 6" 6.00 6.00 1.00 ISO 10' 4308 2700 448 2-w 1829 8.00 229 6" 8.00 8.00 1.00. 150 10 .18294 4800 1927 2 -eq 2076 8.00 259 6." 8.00 8.00 1.00 150' 10 '20758 4800 2235 3-w 4070 16.00 254 6" 8.00 8.00 1.00 150 10 20348 4800 2184 3 -eq 3838 16:00= 240 6" &00 8.00 1.00 ISO 10 19192 4800 2039 4-w 2760 12.00 230 6" 12.00 12.00 1.00 1S0' SO 27601 10.800 3760 4 -eq 2879 12.00 240 6" 12.00 12.00 1.00 150 10 28788 10800 1859 5-w 1006 6.00 168 6" 6.00 6.00 1.00 150 10 10056 2700 1406 5 -eq 736 6.00 123 6" 6.00 6.00 1.00 150 • 10. 7363 2700 957 901 A -w 17.30 12.00 .1'44 6" 12.00 12.00 1.00 150 10 17297 10800 A -eq 3799 12.00 317 4•" 12.00: 12.00 1.00 150 10 37992 10800 2626 B -w 2568. 17.00, 151 R6" 3.00 3.00 1.00, 150 10 4532 675 1376 A B. -eq 4966 17.00 292 3" 3.00 3.00 0.60 ISO 10 8764 675 2786. C -w 1338 6.00 223 6" 3.00 3.00 1.00 150 YO 6692 675 2096 C -eq, 1195 6.00 199 41 ' 3.00 3.00 0.60 150 10 5973 675 1856 - Summit Structural. Design Project: Rottschalk Residence Engineer: RKB Design of : Laterad Drags Lateral Overall Shear per Length to Drag Drag. Wall Load Length Foot be dragged,' Load Type Line (lbs) (ft) (plf) (ft) (lbs) if applicable 1-w 614 22.0 27.9 16.0 446- A 1 -eq 539 22.0 24.5 16.0 392 A - 2-w1829 64.0 28.6 36.0 1029 A 2 -eq 2595 64.0 40.5 36.0 1460 A 3-w 4070 64.0 63.6 24.0 1526 A 3 -eq 4798 64.0 75.0 24:0 17.99 B 4-W. 2760 48.0 5,7.5 36.0 2070 B 4 -eq 3598 48.0 75.0 29.0 2174 B 5-w 1006 27.0 37.2 21.0 782 A 5 -eq 920 27.0 34.1 21.0 716 A A4 1730 86.0 20.1 68.0 " 1368' A r A -.eq 4749 - 86.0 55.2 68.0 3755 D B -w 2568 99.0 25.9 18.0 467 A 13 -eq 6208 99.0 6.2.7. 18.0 1129 A C -w 1338 37.0 36.2 19.0 687, A C -eq 1493 37.0 40.4 19.0 767 A _ USS V\j-jLt at Summit Structural Design Project: Rottschalk Residence Engineer: RKB Design of: Wind Loads A B C D - End Zone End Zone I.M. Zone Int. Zone Line Min. Net _Wall Line Wall Area Roof Area Wall Area Roof Area Shear (lbs) Shear (lbs) Control 1 32 19 614 398 614 2 17 20 103' 60 1829 1536 1829 3 264 253 4070 3749 4070 4 167 224 2,760 2678. 2760 5 51 40 1006 .682 1006 •A 48 39 44 77 1730 1440 1730' B 136 263 2482 2568 2568 C 48 78 16 26 1338 1114 1338 t 1� COMPANY PROJECT Summit Structural Design WoodWorks' Dec. 21, 201617:18 WTypical Stud Design Check Calculation Sheet Woodworks Sizer 10.1 Loads: Load Type Distribution Pat= tern Location (ft) Start End Magnitude Stext End Unit LoaJ1_ Dea Axi: UDL 2e8 (Ecc. _ .00") G;:V r;T Load2 Wind .CaC Axial UDL 126 (Ecc. - 0.00") GG•0 plf Load? Roof constr. Axial UDL 692 (Ecc. - 0.00^) 600 plf Loadq Wind C&C Full Area lOG2 fc/Fc' 32.60 (16.0)' psf Self -weight Dead Axial UDL 781 fcp/Fcp = 19 plf ........y vavu, rinl Lateral Reactions (Ibs)r m 0' .5" o• a 9'-7.5" Unf a ctored: Analysis Value Dead Value An sis/L•es'i, n wind 210 210 Roof Live 2e8 fv Fv Factored: Bending t+l - L ->R 126 126 Lumber Stud, D.Fir-L, Stud, 2x6 (1-1/2"x5.112") Support: Lumber Stud Bottom plate, D.Nr-L Stud; Bearing length = stud thickness. Spaced at 16.0"dc; Total length: 9'-7:5'; Pinned base; Load face = width(b); Ke x Lb: 1.0 xp:0 = 0.0 [Ill: Ke x Ld: 1.0 x:9.63 = 9.63 [h]; Lateral support: top = Lb, bottom= Lb; Repetitive, factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) using Nos 2012: 1 Criterion Analysis Value Design Value An sis/L•es'i, n Shear .v-- 23 Fv=, 2e8 fv Fv 0.08 Bending t+l fb 482 FW _- 1208 fb/Fb' 0.1% Axial fc 201 FC' 692 fc/Fc' 0:29 Axial Bearing fc 201 Fc' = lOG2 fc/Fc' 0.19 Support Bearingfcp = 220 Fcp.= 781 fcp/Fcp = 0.20 Combined ('ax.ia -compression + s de load bending) Eq.3.9-3 = 0.50 Dead De£11n negligible Live Defl'n '0..12= L/948 0.32 L/360 - 0.38 Total Defl'n 0., 12 L/948 .0.'48 = L/240 0-.25 Additional Data: FACTORS: F/E(psi)CD Ct4 Ct CL/CP CF Cfu Cr Cfrt .Ci LCO Fv' 180 1.60 1.00 1.00 - - - - 1.00. 1.00 4 Fb'+ 700 1.60 1.00 1.00 1.000 1..000 1,00 1.15 i.90 1.00 4 Fc' 850 1.25 1.00 1..,00 0.651 1.000 - - 1.;00 1.06 2 Fc'comb 850' 1.60 - 0.558 - - - - - 5 1:4 million 1.00 1.00 - - - - 1.00. 1.o0 4 Emin' 0.51 million 1.00 1.00 - - - - 1.00 1.00 .4 Fc' 850 1.225 1.06 1.00 - 1.000 - - 1.00 1.00 2 Fcp sup 625 - 1.00 1.00 - - - - 1.00 1.00 3 CRITICAL LOAD COMBINATIONS: Shear : LC 114 = .6D+.6997, V = 126, V design 126 lbs Bend ing(«): LC 114 .GD+.6w, N - 304 lbs -ft Deflection: -LC 04 - .6D+. 42W (live) ' LC 04 - .6D+.42'97 (total) Axial LC 02 - D+Lr, .P - 1659 Iles ' Combined LC 115 - D+.6W;. (1 - fc/FcE) - 0.83 Support LC. 03 - D+.75(Lr+,,6w); it - 1819 -Lbs, Cap 6445, Lb 1.50", Cb 1.25 D=dead L=live S=snow W=wind 3=impact Lr -roof live Lc -concentrated E=earthquake All LC's are listed in the' Analysis output Load combinations: ASCE. 7-10 / IBC 2612 CALCULATIONSi Deflection: EI 29eO6 lb -int "Live" deflection Deflection' from all non -dead .loads ,(live, wind, snow...) Total Deflection. = 1.501Dead Load Deflection) + Live Load' Deflection. Design Notes: 1. WoodWotks analysis and design are in accordance with the ICC International Building Code (IBC 2012)• the National Design Specification (NDS 2012), and NDS' Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application, 1 3. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. .i COMPANY PROJECT Summit Structural Design WoodWorks 4� Dec. 21, 2016 17:21 SOr1%VAARFFoa WOOD nf$IrN King -Trimmer for 16' Opening Design Check Calculation Sheet WoodWorksSizer 10.1 Loads: Load Type Distribution Pat- tern Location (ft) Start End Magnitude Start End Unit Loa Dead. Axial 0.18 IEcc. = 0.00"1 15 s Load2 hind CLC Axial Axial (Ecc. 0.00111 550 Its Load3 Roof constr. Axial fc - 71 (Ecc. = 0.0011) 540 lbs Load4 Wind CLC Full Area de load. bending) 32.80 (1.331' psf Load(i Wind CLC Full Area 28.00 (9.001' psf Self -weight Dead Axial .0.86 57 lbs -tributary wicEn trtl Lateral Reactions (lbs): 9'-7.5" 9-7.5" Unfactored: An sia Value Desi n value Dead Shear .fv = 52 Fv = Wind 1423 0.18 1423 Roof Live Fb' - 1288 fb/Fb' m Factored: Axial fc - 71 Fc' = L ->R 854 0.10 85,1 Lumber n -ply, D.Fir-L, Stud, 2x6, 3 -ply (4.1/2"x5-112") Support; Non -wood; Bearing length = column width Total length: 9'-7'5" , Pinned base; Load face = width(b);,Bullt-up.fastener: nails; Ke x Lb: 1.0 x 0.0 =0.0 (ft); Ke x Ld: 1:0 x 9.63 = 9.63 (I'll; Lateral support: lop = Lb, bottom = Lb; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Criterion An sia Value Desi n value Anal sis/Desi n Shear .fv = 52 Fv = fv/Fv' 0.18 Bending(.) Fb - 1086 Fb' - 1288 fb/Fb' m 0.84 Axial fc - 71 Fc' = 692 fc/Fc' _' 0.10 Axial Bearing fc - 71 F'c• - 1.062, fc/Fc. = 0.07 Combined (axis compression 4 s de load. bending) Eg.3.9-3 0.91 Dead Defl'n negligible Live Defl'n 0.27 L/420 0.32 - L/360 .0.86 Total Defl"n 0.27= L/420 0.48 = L/7.40 0.57 Additional Data: .FACTORS: F/ElpsilCD CM Ct CL/CP CF Cfu. Cr Cfrt Ci LC8 Fv' 180- 1.60 1..00 1.00 - - - - 1.00 1.00 4' Fb'-. 700. 1.60 1.00 1.00 1.000 1.000 1.0o 1..15 1.00 1.00 4 Fc' 850 1.25 1.00 1.00 0.651. .1.000 - - 1.00 1..00 2 F.c'comb 050 1.60 - - 0.550 - - - - - 5' E' 1.4 million 1.00 1.00 - - - - 1.00 1.00 14 Emi. 0.51 million 1.00 1.00 - . - - - 1.00 1.00 4 Fc' 650 1.25 1.00 1.00 - 1.000 - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC 114 = .6D -.GW, V= 854, V design 954 lbs Bending (.•)': LC 04 - .GD•. 611, M - 2054 lbs -ft Deflection: 'LC 44 _ .6D..42W (live) LC 84 _ .6D+. 42W (total) Axial LC 02 - D.Lr, P - 1747 lbs Kf - 1,00 Combined LC 85 - D,.GW; (1 - fc/FCE) = 0.93 D=dead .L=live S�snow t•)=wind 1=impact Lr -roof hive Lc -concentrated E=earthquai.'e All -LC's are listed in the Analysis output .Load combinations: ASCE 7-10/ IBC 2012 CALCULATIONS: Deflection: El 29606 lb-int/ply "Live".deflection - Deflection from all non -dead, loads (live, wind, snow.-) Total Deflection 1.80(Dead Load Deflection) . Live Load Deflection, Design Notes: 1. Wood Works analysis and design are"in accordance with the ICC International Building Code TIBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. BUILT-UP COLUMNS: nailod or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. 4. FIRE RATING: Joists, wall'studs, and multi -ply members are not rated for fire endurance. 383 Rio Lindo Ave, Chico, CA 95926 p. (530) 592-4407 www.summitchico.com RECEIVED SEP 2 0 2016 TRB AND ASSOCIATES Structural Calculationa� For Client: Sam Rottschalk _Project: Rottschalk Residence (Plan 2689) PERMIT #_ BUTTE COUNTY DE1 ELOPNIEI SERVICES REVIEWED FOR 6=19 DATE 1! BY REVIIEWED FOR CODE COMPLIANCE OCT 19 2066 -t BUTTE Address: COUNTY Walnutshire Lane, Chico, CA (SEP 16 2016 C 88 EXP. rid DEVELOPMENT SERVICES �c� �. (/V lea TRB AND ASSOCIATES "'',jF®F AQ I M Note: Summit Structural Design (SSD) is not responsible for on-site inspection to assure compliance with the standards, sizes, materials, or workmanship specified herein. In SSD is not responsible for any structural element or system not specifically noted in this set of specifications/calculations unless authorized in writing by SSD. Workmanship shall be of the highest quality and in all cases shall follow accepted construction practice, the latest edition of the California Building Code, and local building department standards. Summit Structural Design PROJECT: Rottschalk Residence _ G) SAW -CUT TOP %" OF SLAB FOR CRACK CONTROL AT INTERVALS NOT TO EXCEED 16'-0" WHERE SLAB IS REINFORCED, SAW CUT ATINTERVALS NOT TO EXCEED 7'-0" WHERE SLAB IS UN -REINFORCED, 1) REINFORCEMENT COVER SHALL BE AS FOLLOWS: CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL: 3" CONCRETE WITH SOIL OR WEATHER EXPOSURE: #5 BARS AND SMALLER: 1 Yz" #6 BARS AND LARGER: 2" CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: %" J) REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.O. LAP BOTTOM BARS 60 BAR DIAMETERS U.N.O. AIVD LAP TOP BARS, PLACED ABOVE 12" OF CONCRETE OR MORE, 80 BAR DIAMETERS U.N.O, K) 45 AND LARGER REBAR SHALL NOT BE RE-BENT. L) ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND ADEQUATELY SECURED IN POSITION BEFORE AND DURING CONCRETE PLACEMENT. 6. FRAMING/LUMBER 6-1 MATERIALS: A.) SHEATHING: 1. ROOF SHEATHING:/:" APA RATED 32/16 EXPOSURE 1, STRUCTURAL SHEATHING WITH FACE GRAIN PERPENDICULAR TO FRAMING, STAGGER PANELS AND NAIL WITH 8d AT 6" O.C. EDGE, 12" O.C. FIELD U.N.O. PROVIDE 1/8" GAP AT ALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER. 2. FLOOR SHEATHING: '/<" APA RATED 48/24 WITH FACE GRAIN PERPENDICULAR TO FRAMING, STAGGER PANELS AND NAIL WITH 10d AT 6" O.C. EDGE 10" O.0 FIELD, GLUE AND NAIL TO ALL SUPPORTS. PROVIDE 1/8" GAP AT ALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER, 3. WALL SHEATHING: SEE PLANS 4. ANY SHEATHING WITH EXTERIOR EXPOSURE SHALL BE OF EXTERIOR TYPE. B,) GLUE -LAMS: GLUE -LAMS SHALL BE 24F -V4 U.N.O. WITH A CAMBER OF R=1600' U.N.O. GLUE -LAMS EXPOSED TO WEATHER MUST BE RATED FOR EXTERIOR USE BY THE MANUFACTURER. FLASHING AND WATERPROOFING OF EXPOSED ENDS SHALL BE PROVIDED BY THE CONTRACTOR 1'0 PREVENT DECAY. GLUED LAMINATED FABRICATION SHALL BE PERFORMED IN AN APPROVED FABRICATOR'S SHOP IN ACCORDANCE WITH CBC 2303.1.3, AITC A190,1 AIVD ASTM D 3737. BEAM INSPECTION CERTIFICATES SHALL BE SUBMITTED TU THE FIELD INSPECTOR PRIOR TO COMPLETION OF FRAME INSPECTION IN ACCORDANCE WITH CBC 1704.2. C.) MICRO -LAMS: MICRO -LAMS (LAMINATED VENEER LUMBER) SHALL HAVE FB = 3100 PSI & FV = 285 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481 C2.) PARALAMS: PSUS (PARALLEL STRAND LUMBER) SHALL HAVE FB = 2900 PSI & FV = 290 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481 D.) SILL PLATES: SILL PLATES SHALL BE PRESSURE TREATED DOUGLAS FIR WITH 1/2" DIAMETER ANCHOR BOLTS AND 3" X 3" X .229" THICK PLATE WASHERS LOCATED AT 6'-0" O.C. MAX. WITH ONE BOLT LOCATED 1'-0" MAXIMUM FROM EACH END OF: EACH PIECE. AT SHEAR WALL LOCATIONS, SILLS SHALL BE 3X MATERIAL UNO PER PLANS AND DETAILS. E.) FRAMING LUMBER: ALL FRAMING LUMBER'SHALL BE DOUGLAS FIR LARCH AS GRADED BY THE W.W.P.A. OR W.C.L.I.B. AND SHALL HAVE A MOISTURE CONTENT LESS THAN 19%, U.N.O. 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 t#2 U.N.O. 4. 2X JOISTS SHALL BE DF -L #2 U.N.O. S. CONCEALED BEAMS SHALL BE DF -L H2 6. EXPOSED BEAMS SHALL BE DF -L t#1 APPEARANCE GRADE FREE OF HEART CENTERS (4X6 AND LARGER) F.) NAILS: ALL NAILS SHALL BE COMMON U.N.O. WHERE EXPOSED TO WEATHER OR WITHIN 18" OF FOUNDATION, NAILS SHALL BE HOT DIPPED GALVANIZED. G.) BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND PROVIDED NEW AND WITHOUT EXCESSIVE RUST. BOLTS EXPOSED TO WEATHER SHALL BE GALVANIZED. H.) ALL HARDWARE CALLED SHALL BE SIMPSON STRONG -TIE CO., OR ENGINEER APPROVED EQUIVALENT, INSTALLED PER MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLES FILLED WITH RECOMMENDED FASTENERS I. ALL METAL FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE STAINLESS STEEL OR OTHERWISE CERTIFIED BY THE MANUFACTURER TO RESIST CORROSION CAUSED BY THE SPECIFIC TREATMENT APPLIED TO WOOD. 6-2 GENERAL FRAMING A.) MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 2013 CBC TABLE 2304.9.1. B.) LARGER MEMBERS: ALL FRAMING MEMBERS SPECIFIED IN THESE CALCULATIONS ARE MINIMUMS; LARGER MEMBERS MAY BE SUBSTITUTED AT CONTRACTOR'S OPTION. BUTTE COUNTY BUILDING DIVISION APPROVED Summit Structural Desi&n PROJECT: Rottschalk Residence 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 FAILURE OF ASSOCIATED FRAMING MEMBERS. THE CONTRACTOR SHALL TAKE ALL MEASURES NECESSARY TO PROTECT FRAMING FROM THE EFFECTS OF SHRINKAGE, 6-3 BEAM FRAMING A.) BUILT UP BEAMS: ALL BUILT UP, LAMINATED DOUBLE OR MULTIPLE 2X JOISTS AND BEAMS SHALL BE NAILED TOGETHER WITH 16d NAILS AT 6" O.C., T&B U.N.O. B.) DOUBLE JOISTS: PROVIDE DOUBLE FLOOR JOISTS UNDER PARTITION WALLS RUNNING PARALLEL TO JOIST SPAN AND UNDER ALL LOCATIONS WHERE TUBS MAY BE LOCATED. ADEQUATE SUPPORT SHALL BE PROVIDED FOR ALL OTHER EQUIPMENT OR FURNISHINGS WHICH MAY NOT BE SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED TO: HOT WATER HEATER, STOVE, REFRIGERATOR, OVEN, FIRE PLACE ENCLOSURES, WOOD BURNING STOVE, ETC... C.) BLOCKING: PROVIDE SOLID BLOCKING IN JOIST FRAMING ABOVE ALL SUPPORTS AND MIDSPAN OF JOISTS SPANNING GREATER THAN 10'-0" 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 THROUGH FLOOR SYSTEMS, B.) WHERE POSTS WITH COLUMN CAPS OR BEARING PLATES ARE SPECIFIED, THE LOAD IS TO BE TRANSFERRED TO THE FOUNDATION BY VERTICAL GRAIN ONLY, U.N.O, 6-5 WALL FRAMING A.) DOUBLE TOP PLATE SPLICES: SPLICES AND JOINTS IN DOUBLE TOP PLATE OF STUD BEARING WALL SHALL OCCUR AT THE CENTER LINE OF SUPPORTING STUD. TOP PLATE SPLICES OF STUD WALLS SHALL BE 48" LONG WITH (12) 16d SINKERS EACH SIDE OF EACH SPLICE U.N,O. WHERE SPLICE IS INTERRUPTED, USE.ST6224 STRAP U.N.O. B.) FIRE BLOCKS: FIRE BLOCK STUD WALLS AT MID -HEIGHT WHERE STUD LENGTH EXCEEDS 10'-0". C.) MIS -PLACED: ANCHOR BOLTS: WHERE ANCHOR BOLTS HAVE BEEN INCORRECTLY PLACED, USE HILT] QWIK-BOD:f ii OF SAME DIAMETER WITH EMBEDMENT IN CONCRETE AND INSTALLATION PER MANUFACTURERS RECOMMENDATIONS AND CURRENT ICC REPORT. D.) NOTCHED OR CUT STUDS: NOTCHED AID/OR CUT STUDS TO CLEAR ANCHOR BOLTS ARE NOT ALLOWED. STUDS SHALL HAVE FULL BEARING TO THE FOUNDATION PLATE. E.) LET -IN BRACES: LET IN BRACES SHALL NOT BE USED FOR TEMPORARY BRACING ON ANY WALL FRAME. STEEL STRAPS WHICH DO NOT REQUIRE THE CUTTING OF STUDS ARE AN ACCEPTABLE ALTERNATIVE, F.) SEE NOTE 6-1 D. FOR SILL AND ANCHOR BOLT SPECIFICATIONS. G.) WALL FRAMING RECEIVING NAILING AT 3" O.C. OR LESS SHALL BE 3X NOMINAL UNO PER PLANS AND DETAILS. 6.6 CONNECTIONS A.) HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16" OVERSIZE. B.) ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE WASHERS WHERE BEARINC: AGAINST WOOD. C.) ALL BOLTS AND LAG SCREWS SHALL BE TIGHTENED UPON INSTALLATION AND RE -TIGHTENED BEFORE CLOSING IN OR AT COMPLETION OF JOB. D.) LAG SCREWS SHALL BE SCREWED, NOT DRIVEN, INTO PLACE. E.) FASTENERS IN PRESERVATIVE OR FIRE RETARDANT TREATED WOOD SHALL BE HOT DIPPED GALVANIZED. 8-1 PREFABRICATED ROOF TRUSSES: A) PREFABRICATED ROOF TRUSSES: PREFABRICATED ROOF TRUSSES SHALL BE DESIGNED BY THE TRUSS FABRICATOR PER THE REQUIREMENTS OF THE ARCHITECTURAL AND STRUCTURAL DRAWINGS AND CBC 2303.4. B) COMPLETE CALCULATIONS AND SHOP DRAWINGS INCLUDING LAYOUT, SIZE OF MEMBERS, AND CONNECTION DETAILS, STAMPED AND SIGNED BY AN ENGINEER LICENSED IN THE STATE OF CALIFORNIA, SHALL BE PROVIDED TO THE ENGINEER OF RECORD PRIOR TO SUBMITTAL FOR PERMIT AND PRIOR TO TRUSS FABRICATION. C) TRUSS. DESIGN LOADS: TOP CHORD LIVE LOAD 20 PSF REDUCIBLE TOP CHORD DEAD LOAD 10 PSF BOTTOM CHORD DEAD LOAD 8 PSF TOTAL LOAD 38 PSF UPLIFT LOAD AS REQUIRED BY THE 2013 CBC BUTTE COUNTY BUILDING DIVISION APPROVED Summit Structural Design PROJECT: Rottschalk Residence D) TRUSS BRIDGING SHALL BE AS REQUIRED AND SPECIFIED 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 FOLLOWING MAXIMUM DEFLECTIONS UNDER DESIGN LOADS: LIVE LOAD DEFLECTION = L/M0, TOTAL LOAD DEFLECTION = L/240 9. DESIGN LOADS A) ALL DESIGN LOADS ARE PER CBC CHAPTER 16, DIVISIONS I, II, III, AND IV U.N.O. '• B) ROOF LIVE LOAD: 20 PSF REDUCIBLE C) SEISMIC ZONE: D D) WIND SPEED: 110 MPH EXP C • r r " F • 4 SLITT8 COUNTY BUILDING DIVISION APPROVED BUTTE COUNTY BUILDING DIVISION APPROVE® Su rn rnit Structural Design Project: Rottschalk Residence Engineer: RKB Design of : Gravity Loads , Roof Slope= 6 to 12 Roof Dead Load Ply 2.0 psf Roofing 3..4 psf Framing 5.0 psf Gyp 2.2 psf Insul 1.0 psf 4 Misc. 3.5 psf Total (sloped) 3.7.1 psf Total (horiz) 18.0 psf Roof Live Load Roof Live Load 20.0 psf Wall Dead Load Siding 7.0.5 psf (exterior) 3/13 Ply. 1.8 psf 2x Fram.ing 2.2 psf Gyp. 2.2 psf Insul. _ 1.3 psf Total 18.0 psf Wall Dead Load. • 2x4 Framing @ 16" o.c. 1.6 psf • (interior) Gyp. 2 sides 4.4 psf Total 6.0 psf BUTTE COUNTY BUILDING DIVISION APPROVE® I ITTE 0 UNTY BU BUILDING DIVISION APPROVED vi I ITTE 0 UNTY BU BUILDING DIVISION APPROVED Summit Structural Design Project: Rattschalk Residence Engineer: RKB Design of : Seismic Mass and Seismic Load Development Area .(ftz) Weight (lbs) Roof 5086 91713- Roof Snow (20%) 0 0 Height (ft) Length (ft) Weight (lbs) Walls(.ext) 9. 356 28836 Walls(int) 9 200 5400 Total 125949 Roof Area (ftZ) Floor Area (ft2) Ultimate Working Stress 5086 .0 10412 7437 r ' Roof " Trib Line Shear (lbs) Shear (Ibs) Wall Line Area (ft') Working Stress rho Total _ 1 220 322 1.00 322 .2 1060 1550 1.00 1550 3 1960 286:6 1.00 2866 4 14.70 2150, 1.00 2150 5 X376 - 550 1.0.0 550 A 1940 2837 1.00 2837 B 2536 3708 1.00 3708 c 610 892 1.00 892 2 BUTTE COUNTY BUILDING DIVISION APPROVED -MUSES Design Maps Summary Report User -Specified Input Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 39.770N, 121.88OW Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III USGS-Provided Output SS = 0.617 g SMS = 0.806 g Sos = 0.538 g S1 = 0.276 g SM1 = 0.510 g Sol = 0.340 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCEa Response Spectrum - 0.90 0.81 0.72 O.G3 0.54 0.45 0.36 0.27-- 0.19-. .27 0.12 0.09-- 0.00 I r ;-r--+---I 0.00 0.20 0.40 O.GO 0.80 1.00 1.20 1.40 1.GO 1.80 2.00 Period, T (sec) Design Response Spectrum o. s4 0.4a 0.42 0.3E fT A 0.30 0, 24 0.18 0.12 O.OG 0.0o -- a 0.00 0.20 0.40 O.GO 0.80 1.00 1.20 1.40 1.60 1.80 4!.00 Period, T (sec) Although this information Is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is riot a substitute for technical subject-rnatter knowledge. BUTTE e6UNTY BUILDING DIVISION APPROVED t� 13UiiE BOUNTY BUILDING DIVISION -^� AP Surnmit Structural Design Project: Rottschalk Residence Engineer: RKB Design of : Seismic Load Development (ASCE 7-10) Seismic Design Category D Ss 0.617 Mapped 0.2 sec spectral response Occupancy 2 S1 0.276 Mapped 1 sec spectral response 1 1 Site Class . D In accordance with Ch 20. TL 16 SMS 0.806 Max Considered EQ SM1 0.510 Max Considered EQ, SDS :0.537 Design Spectral Response (0.2 Sec) SD1 0.340 Design Spectral Response (1A Sec) ; System I .......... — Light Framed ' Shear Walls •, R 6.5 Omega 3 Cd 4 Ht Limit 65 Cs 0.08 1.2.8-2 Max Cs 0:50 Min Cs 0.02 (.01 outside of SJ) g Ct 0:02 x 0:75 Ta 0.10Cu 1.4 Max,T 0.15 No limit for drift Use T 0,10 - Alt Ss 0.617 V= 0.083 *W Height to Roof (hn) = 9 ft V= 10.4 k Vert Dist Exp. (k) 1 Level Story Ht. (ft) hi (ft) wi (kips) (wi*hi)`(kip-ft) Cvx Veq (kips) .ROOF 9 9 126 1134 1.00 10.4 S VEQ (kips) Ta -ph. (kips) 10 14 - 125.9 1134 13UiiE BOUNTY BUILDING DIVISION -^� AP 1 13UiiE BOUNTY BUILDING DIVISION -^� AP 1 - V PROVE® Summit Structural Design Project: Rottschalk Residence Engineer: RKB Design of : MWFRS-Envelope Procedure (ASCE 7-10. Section 28.6) b Conditions: - r 1. Simple Diaphragm "ASE C3 I 2. Low-rise -- - fF� i (USE 0=01) `� � `� 3. Enclosed •�� � ��, ---- ;� � 4. Regular Shaped `'� 5. Not Flexible --- 6. Not Subject to: r a) across wind loading i b) vortex shedding c) instability (gallup/flutter) ///,; d) channeling effect buffeting /' ..• e) (upwind obstructions) •�� ';,'icy/'� ��'J 7. Approx. Symetrical Cross Section With Flat, Gable, or Hip Roof S 4.5 --•- __ �. � r� f / ;� \ �i;,�,�/ �� /'� � = 8. Exempt From Torsional Load Cases Indicated in Note 5 of Fig. 28.4-1, or CASE A the Torsional Load Cases do not Control the Design: (1) story and h<_30 ft. or CASE t? U5E 0=0'1 ( -- (2) story max and light framed or (2) story max and flex, diaphragm L= 99 Long. Bldg. Dim. (ft) 4 2aL= 10.4 ft. - T= 64 Transv. Bldg, Dim. (ft) 4 2aT= 10.4 ft. V= 11.0 Basic Wind Speed (110 or 115 mph) LCF= 0.60 Load Combination Factor �= 1.11 Adjustment Factor KZt= 1.00 Topographic Factor Adjustment Factor for Bldg Height and h= 1:3 Mean Roof Height (ft) ? Exposure, A G)= 25 Closest Roof Angle Mean Roof Exposure (50,100,150,20°,25°,or 30°) Ht. (ft) B C -p -� MWFRS Wind Loads (psf), ps=1.CF*A*Kzt*ps30 15 1.00 1.21 1.47_ Location ps, 0=0 -13. ps, e=25 Min. Net Ovhg. 20 1.00 1.29 1,55 A-110 9 1 9.6 25 30 1.00 1.00 1.35 y1M 1.40 1.66 6-110 2. 4..8 C-110 9.'l 12.6 9.6 35 1.05 1.45 1.70 D-110 2.9 4.8 40 1.49 1,74 E-110 -16:8 -7.8 -14.4 45 _1,09 1,12 1.53 1.78_ F-110 -9.5 -10.6 50 1.16 1.56 1.81 G-110 -11.6 -5.6 12.3 55 1.19 1 H-110 1-77-1-8.5 60 1.22 Summit Structural Design Project: Rottschalk Residence Engineer: RKB Design of: C -i -C -Envelope Procedure (ASCE 7-10, Section 30.5) lid (D -a 7 HIP ROOF E) :25' HIP ROOF (25*< 0<27') (D (T) er4 (4-) .0 FLAT ROOF qLi ci GABLE ROOF (7'< <45'; GABLE ROOF . 0<715 L= 99 Long. Bldg. Dim. (ft) a (ft) 5.2 T= 64 Transv. Bldg. Dim. (ft) V= 110 Basic Wind Speed (110 or 115 mph) LCF= 0.6 Load Combination Factor A= 1.21 Adjustment Factor Kzt= 1 Topographic Factor h= 13 Mean Roof Height (ft) RAN= 2 Roof Angle Number (1=0°-7° 2=8'-27', 3::28'-45') Conditions: 1. Mean Roof Heights 60 ft-. 2. Enclosed 3. Regular Shaped 4. Not Subject to: a) across wind loading b) vortex shedding c) instability (gallup/fl utter) d) channeling effect e) buffeting (upwind obstructions) 5. Flat Roof or Gable Roof :5 45*, or Hip Roof :5 27* Adjustment Factor for Bldg Height and Exposure, mean Roof H1. B ft Exposure C 1.00 1.21 . T . . . .47 20 1.00 1.29 1.55 25 1.00 1.35 1.61 30 1.00 1.40 1.66 35 1.05 1.45 130 40 1.09 1.49 134 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 (psf), Pnet=LCF*A*Kzt*Pnet30 Loc. 1: WA Pnet Ovhg. Zone- (ft 2 + - Loc. EWA Pnet Zone (ft 2 + 4- 0 0 1 11.6 -14.4 -6 3: 10 15.8 20 -14.1 20 15.1 --76.4 1 50 11.6 -13.5 4 50 14.2 --1,15.5 1 100 11.6 -13.1 4 100 13.4 ---i-T 8 2 10 11.6 -25.2 4 500 11.8 -113.1 2 11.6 -23.2 -29.5 -5 --T(7- --T5- 8 5 20 15.1 -2'1. 1 2 50 .6 -29.5 77- 3 10 11.6 -37.2 -49,6 5 100 13,4 -1 E3.4 3 20 11.6 -34.8 -44.7 -TI-6- [----25� 500 11.8 -1;3.1 3 5-0- ----3T. 6 -38.3- -TO-T-F-i - TIC— -33.5 BUTTE COUNTY BUILDING DIVISION APPROVED Summit Structural Design Project: Rottschalk Residence Engineer: RKB " Design of: Wind Loads BUTTE COUNTY BUILDING DIVISION APPROVED A B C D -- --- End Zone End Zone Int. Zone Int. Zone Line Min. Net Wall Line Wall Area Roof Area Wall Area Roof Area Shear (lbs) Shear (lbs)_ Control 1 1.8 19 544 360 544 2 15 20 96 60 " 1706 1450 1706 3 251 253 3905 362.4 3905 4 150 224 2545 2515 .2545 5 45. 4A 901 624 901 A 42 39 37 77 1536 1315 1536 B 123 . 263 3318 2443 2443 C 42. 78 16 26 1233 1056 1233 . r BUTTE COUNTY BUILDING DIVISION APPROVED yu m M it Structural Design Project: Rottschalk Residence Engineer: RKB Design of : Lateral Force Summary Wall Line Wind Shear (Ibs) Seismic Shear (Ibs) Control 1 544 322 Wind 2 1706 1550 Wind 3 3905 2866 Wind 4 2545 2150 Wind 5 901 550 Wind A 1536 2837 Seismic 6 2443 37.08 Seismic C 1233 892 Wind BUTTE COUNTY BUILDING DIVISION APPROVED Summit Structural Design Project: Rottschalk Residence Engineer:.RKB Design of: Shear Walls Panel Thickness Panel Orientation Short Dimension Across Studs . Nail Type L 8d Anchor Bold Diam. 1/2 Stud Spacing 16 in o.c. Spec Grav Of Framing 0,5 Fnd Sill Plate Grade F DF,L v. AB in 2X Sill 620 lbs AB in 3X Sill 730 lbs Sill.Plate/Rim Anchorage • Nail Embed Index # Nail Length (in) Diann. (in) (in) Cd Load (lbs) 1 12d 3.25 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 it Spacing Fastener # Spacing 2X Sill 3X Sill 6 260 1 7.6 inches 6 32.1 inches 3.82 4.49 41. 350 1 5.7 • inches 6 23.8 inches 2.83 ;1.34 4, Note 1 380 1 5.2 Inches 6 21.9 inches 1:31 3.07 3, Noted 490 1 4:0 ., inches 6 .17.0 inches 1.01 2.38 2, Note 1 640 1 3:1 Inches 6 13.0 inches NG :..83 44, Note 1 760 ' 3 4•.1 inches 6 11.0 inches NG 1.54 33, Note 1 980 .3 3.2 inches 6 8.5 Inches NG 1.19 22, Note 1 1280 3 2.4 inches 6 6'15 inches NG 0.91 1. Use 3X framing at adjacent panel edges and stagger nailing BUTTE COUNTY BUILDING DIVISION APPROVED Summit Structural Design Project: Rottschalk Residence Engineer: RKB Design of : Shear Wall Frami BUTTE COUNTY BUILDING DIVISION APPROVED Total Resistive a Segment Segment Lateral Wall Overall Resistive Aspect G?avity' OT OT Righting Net Wall Load. Length Load Edge Nail Length Length. Ratio toad Height Moment Moment M/0 Line (lbs) _(ft) (plf) (in) (ft) (ft) Factor (Ib/ft) (ft) (ft-lb)(ft-Ib). (lb) 1-w 544 6.00 91 6" 6.00 6:00 1.00 150 9 4893 2700 546 1 -eq 322 6.00 54 6" 6.00 6.00 1.00 150 9 2895 2700 213 2-w 1706 8.00 213 6" 8.00 8.00 1:00 150 9 15354 4800 1559 2 -eq 1550 8.00. 194 6" 8.00 8.00 1.00 150 9 13950 4800 1384 3-w 3905 16.00 244 6" 8.00 8.00 1.00 150 9 17574 4800 1837 3 -eq 2866 16.00 179 6" 8.00 8.00 1.00 150 9 12897 4800 1252 4-w 2545 17..00 212 6" 12.00 12.00 1.00 150 9 22908 10800 1369 4 -eq 2150 17..00 179 6" 12.00 12.00 1.00 150 9 19346 10800 1072 5-w 901 6.00 150 6" 6.00 6.00 1.00 150 9. 8105 2700 1081 5 -eq 550 6.00 92 6" 6.00 6.00 1.00 150 9 4948 2700 555 A -w 1536 1.2.00 ✓ 128 6" 12.00 12.00 1.00 150 9 13827 10800 617. A -eq 2837 12.00 236 6" 12.00 12.00 1.00 150 9 25531 10800 1588 B -w 2443 22.00 111' 6" 3.00 3.00 1.00 .150 9 2998 675 864 B -eq 3708 27.;0 _ . ,169 6" 3.00 3.00 0.67 150 9 4551 675 1382 C -w 1233 6.00 206 6" 3.00 3.00 1.00 150 9 5550 675 1715 C -eq 892 6.00 149 6" 3.00 3.00 0.67 150 9 4014 675 1203 BUTTE COUNTY BUILDING DIVISION APPROVED Summit Structural Design Project: Rottschalk Residence Engineer: RKB Design of : Lateral Drags Lateral Overall Shear per-. Length to Drag Drag Wall load Length Foot be dragged Load Type Line (lbs) (ft) (plf) (ft) (lbs) if applicable 1-w 544 22.0 "24.7 16.0 395 A 1 -eq 523 22.0 23:8 .16.0 380 A 2-w 1706 64.0 2.6.7 36,0 960 A ` 2 -eq 2519 64.0 39.4 36.0 1417 A 3-w 3905 64.0 61.0 24.0 1465 A 3 -eq 4657 64.0 72.8 24.0 1746 B 4-w 2545 48.0 53.0 36.0 1909 B - 4 -eq. 3493 48.0 72.8 29.0 2110 B 5-w `901 27.0 33.4 21.0 700 A 5 -eq 893 27.0 33.1 21.0 '695 A A -'w 1536 86.0 17.9 68.0 .1215 A A -eq 4610 86.0 53.5 68.0 3645 D B -w 2443 99:0 24.7 28.0 691 A B -eq 6026 • 99.0 60.9 28.0 1704 A &w 12.33. 3.7.0 33.3 19.0" 633 A` &eq 1449 37.0 39'.2 19.0 744 A. BUTTE COUNTY BUILDING DIVISION t APPROVED Summit Structural Design Project: Rottschalk Residence Engineer: RKB Design of: Foundations Allowable Soil Bearing: 1500 psf Concrete Compressive Strength: 2500 psi Concrete Stem Wall (Non -Retaining): 6" wide with (1) #4 continuous at top and bottom of wall and #4 at 18" o.c. full height. Provide #4 at 18" o.c. vertical developed by hook into footing, U,N.O. Continuous footings: Width (in) Thick. (in) Cap (plf) Reinforcing 12 12 1500 (1) #4 cont. 1.5 12 187.5 (2) #4 cont. 18 12. 2250 (3) #4 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 (1) #4 1.5 F1.5 . 1'••6" Sq, 12 (2) #4 3.375 F2 2'-0" Sq. 12 (3) #4' 6. F2.5 2'••6" Sq. 12 (4) #4 ' 9.375 F3 3'-0" Sq. - 12 (4) #4 13.5 F3.5 3'-6" Sq. 12 (5) #4 18.375 F4 4'-0" Sq. 12 (5) #4 24 F415. 4'-6." Sq. 12 (6) #4. 30.375 F5 5'-0" Sq. 12 (7) #4 37.5 F5.5 5'••6" Sq. 1.2 (5') #5 45.375 F6 6'-0" Sq. 18 (8) #5 54 F6.5 6'-6" Sq. 18. (9) #5 63.375 Note: Bottom of each footing.shall be at least 12" below finished grade or as per local requirements. ' BUTTE COUNTY BUILDING DIVISION APPROVED 1%, COMPANY PROJECT Summit Structural Design MifoodWorks"'D Aug. 5, 2016 10:42 woof) ucsr(;s Typical Stud Design -Check Calculation Sheet Woodworks Sizer 10.1 Loads; Lateral Reactions (Ibs): 6•-7.5" Unfactored: Dead Anal sis Value -"- Wind 1.e9 tv 21 Roof Live Load Type Distribution Pat- Location Ift) -Magnitude Unit 113 (; 0,30 Axialfc tern Start End Start End fc/Fc' = Loac. Dead Axla UDL Fc' - (ECC. -0-6-w) 3U aif Load2 wind C&C Axial UDL Fcp (Ecc, - 0.0011) 600 elf 0.28 Loac13 Roof constr. Axial UDL bending) (Ecc. = 0.00"1 600 plf Dead Defl'r, Load') Wind C6C Full. Area .32.80 116.0)• psi 0:08 = <1/999 Self -weight Dead J,r.ia1 UDL 0.27 ?otal Defl'r. 13 plf 0.43 - Lateral Reactions (Ibs): 6•-7.5" Unfactored: Dead Anal sis Value -"- Wind 1.e9 tv 21 Roof Live 288 lti9 Factored: Bending H Bending(+) .fb 387 L ->R 113 (; Lumber Stud, D.Fir-L, Stud, 2x6 (1-1/2"x5.1/2") Support: Lumber Stud Bottom plate, D.Fir-L Stud; Bearing length = stud thickness Spaced at 16.0" Gc; Total length: 6-7.5'; Pinned base; Load face = width(b); Ke x Lb: 1.0'x 0.0 = 0.0 ((l): Ke x Lot: 1:0 x 6.63 = 8.63 (ft); Lateral support: top - Lb, bottom = Lb: Repetitive factor: applied whore permitted (refer to online help): l Analysis .vs. Allowable Stress (Dsi) and Deflection (int „=1". Fane roil , Criterion Anal sis Value Design Value Analysis/Design Shear tv 21 Fv = 288 iv Fv --0.07 0.0 - Bending H Bending(+) .fb 387 ..F1:' - 1.298 fb/Fb' == 0,30 Axialfc 201 - Fc' = 772 fc/Fc' = 0.26 Axial. Bearing fc = 2.01 Fc' - 9062 fc/FN = 0.19 Support Bea:ih fcp = 220: Fcp -r01 fcp/Fcp 0.28 Combined (axis compression + sale load bending) Eq,3.9-3 = 6.30 Dead Defl'r, negligible LI.vo Defl'r: 0:08 = <1/999 0.29 = L/360 0.27 ?otal Defl'r. 0.08 • <L/999 0.43 - 1,/240 0.16 Additional Data: FACTORS: F/E(psi:ICD GM' CE CL/CP CF Cfu Cr Cfrt Cl LCN Fv' .180 1.50 1.00 1.00 - - - - .1.00 's.00 4 Fb.'• 700 1..60 1.00 1.00 1.000 1,000 1.00 1..15 1.00 1.00 4- 1c' 850. 1.25 1.00 1,00 0.7¢7 1.000 - - 1.00 1.0!3 F6'comb 850 1.60 - - 0,641 - _ _ _ E' 1.4 million 1..00 1.00 - - r - 1.00 1.00 4 Ervin' 0. i+1 nil lion 1.00 1.00 - - - - 1,00 7.00. 4 Fc'.950 1,25 1:00 1.00 - 1'.0.00 - - :.Do i'.00 2 Fcp sup 625 - .1.00 L 00 - - - - b.UO 1,ri0 3 CRITICAL LOAD COMBINATIONS: Shear 1:C 04 - .CD -.614, V = 1.13, V deslyn 113 lbs Bending i+l: LC 114 .6Ds, 6w, M = - 244 lbs -ft , Deflection_: LC Ii - .6D; -.42w (live) LC 14 - .EDi.42W (total) Axial LC tit - D+Lr, P = 1657 lbs - Combined LC k5 - D., 611; (1 - fc/Fc EI = 0.8G .Support LC R3 = .D+, 751 Lr+.6w); R = 1817 lbs, Cap = 6445, Lb = 1,50", Cb 1.2.5 D' -dead L=live S. -snow W=wind !-impact Lr -.roof live Lc=concentrated E -earthquake All '.C's are :fisted in the Analysis output Load combinations: ASCE: 7-10 / IBC 2012 - CALCULATIONS: beflection: El - 29e06 b -int _ "Live" defiectien = Deflection from all non -dead loads (live, wind,snow...; Total Deflection. . 1.50(Daad Load Deflection) - Live Load Defleccior„ Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Des,gn Supplement. 2. Please verify that the default deflectionlimits are. appropriate for your application. 3. FIRE RATING: Joists. walisluds, and multi -ply members are not rated for fire endurance. BUTTE COUNTY BUILDING DIVISION APPROVED COMPANY PROJECT _ Summil Structural Design 1 Mfood"Works' Aug. 5, 2016 10:45 s0r7naarroR wnoo n: SIG1v King -Trimmer for 16' Opening Design Check Calculation Sheet WoodWorks Sizer 10.1 I Loads: Load Type Distribution Pat- tern Location (ft) Start End Magnitude start End Unit Loadl _ Dee Axla aending(�! IECC. - 0.00"l 1150 lbs Loac12 Wind C6C .Axial fC - 70 (Ecc, = 0.00") 540 lbs Load9 Roof Constr. Axial Fc' " (ECC. _ .0.00") 54b lbs Load4 Wind C6C Full Area bending) Eq.3.9-3 • 32.80 (1.33)' psf Load$ Wind C&C Full Area LC 114 - .61)+.42W Itotal) 26.00 (9.00)' psf Self-wei ht Dead Axial 0.62 Total Defl.'n. 51 lbs Lateral Reactions (lbs): 8'-7.5" v (6 0 Un.factored: - - --- Dead Wind 1275 - 1275 Roof Live Factored: L ->R 765 _ -_-_- Lumber n -ply, D.Fir-L, Stud, 2x6, 3 -ply (4.112"x5.112") Support: Non -wood; Bearing length = column width Total length: 8'•7.5 Pinned base; Load, face =width{b); Built up fastener:nails; Ke x Lb: 1.0 x 0.0 = 0.0 ((ll; Ke x Ld: 1.0 x8.63 = 8.63 ifti; Lateral support: top = Lb, bottom = Lb; Repetitive factor; applied where permitted (refer to online help); I Analvsis vs. Allowable Stress (osh and Deflection firtil une in - Criterion Anal sis Value DeM n -Value Anal aia/Desi S ear fv I . 4 Fv •• 2; .v Fv' _. 0.16 aending(�! fb - 873 Fb' - 1290 fb/Fb' - 0.68 Axial fC - 70 Fc' '= 772 fc/FC' = 0.09 Axial Bearing fc - 70 Fc' " 1062 fc/Fc• - 0.01 Combined (axis compression & s de load bending) Eq.3.9-3 • 0.72 Dead Defl'n, negligible Deflection: LC P4 = .0+.42W (live) LC 114 - .61)+.42W Itotal) Live Defl'n 0.18 a L/564 01.29 - L/360 0.62 Total Defl.'n. 0.18 = L/584 '0.43 = L/-1.40 All I.C's aeo listed iii�the.Anal'ysis output 0,41 Additional Data: FACTORS: F/F.(p. )C1)CM C CL/CP CF Cfu Cr %'frt Ci ,.LCI! . Fv' 1666 1.60 1.00 1.00 - - - - 1.00 1.00 4 Fb'* 700 1.b0 !.00 1.00 1.000 ).JOU I.00 1.15 1.00 L.OU 4 8S0 f.25 1.00 1.00 0.727 1.000 - - 1.0'? 1.00 Fc'comb 850 ;.60 - 0. 641 - •• - - - 5 • 1.4 m:ilian 1.00 1.00 - - - - 1.00 1.00 4 Emir•' 0.51mall ion 1.00 1.00 - - - 1.00 1.00 4 - Fc' 850 1.25 1.00 1.00 - 1.000 - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC 04 - .6D4. 6W,. 'V = 765, V design 765 lbs Rending(,): LC 10 = .6D -.6W, M = 1650 lbs -ft Deflection: LC P4 = .0+.42W (live) LC 114 - .61)+.42W Itotal) Axial t LC fit = D,,f.r, P - 1741 lbs KC - .1.00 Combined '. LC 115 - Dr.. 6W; (1 - fe/FCE) - 0.95 D=dead L=live S"snow Wi-wind 1 -impact: Lr -roof live Lc -concentrated E=earthquake All I.C's aeo listed iii�the.Anal'ysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: E1'. = 2.9e06 lb-in2/ply "Live" deflection 6 Deflection ,from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) : Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NOS 2012). and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. 4. FIRE RATING: Joists, wall studs. and multi -ply members are not rated for fire endurance. I BUTTE COUNTY BUILDING DIVISION _'AP MOVE® n Summit Structural Design Project: Rottschalk Residence Engineer: RKB Design of: 4X Timber Column Design Values (NDS 3.7) 4X DF-L(N) #1 Fc. E d KCE c CD. 1400 1600000 3.5 0.3 0.3 1.25 Stability Reduction Column Capacity (lbs) le (ft) Cp Fc' (psi) 4X4 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 8985 - 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 9910 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 y BUTTE COUN'T'Y BUILDING DIVISION APPROVED ` 4 Summit: Structural Design Project: Rottschalk Residence Engineer: RKB Design of: 6X Timber Column Design Values (NDS 3.7) 6X6 DF-L(N) #1 Fc E d KCE c CO .1000 1600000 5.5 0.3 0.3 r 1.25 Stability Reduction Column Capacity (lbs) le (ft) Cp Fc' (psi) 6X6 - 6X8 6X10 6X12 5 0.87 872 26386 35981 45576 _ 55171 6 0.82 823 24895 33948 43000 52053 7 0.77 770 23288 31756 40224 48692• .' 8 0.71 715 21625 29488 37351 45215 9 0.66 660 19961 27220 34479 41737 10 0.61 606 18344 2.5014 31685 38355 11 0.56 556 16806 22917 29028 35139 -12 0.51 508 15368 20957 26545 32133 13 0.46 464 14043 9150 24256 29363 •14 0.42 424 12833 17500 22167 26834 15 0.39. 388 11737 16005 20273 24541 • 16 0.36 355 10748 14656 18564 22472 17 0.33 326 9857 13442 17027 20611 18. 0.30 299 9058 12352 15645 18939 19 0.28 276 8340 11372 14405 17437 2.0 0.25 254 7694 10492 13290 16088 Summit Structural Design Project: Rottschalk Residence Engineer; RKB Design of: Roof Framing Roof Loads DL= 18 psf LL= 20 psf i Roofplywood: 1/2" APA rated Exterior plywood or OSB. Apply face grain perpendicular to framing, stagger panels and riail with 8d at 6" ox. edges and.12" o,c. field. Edge hail at gable ends, drags strap lines, blocking, and all supported edges. Trusses: Spacing = 24" ox. 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 BUTTE COUNTY BUILDING DIVISION APPROVED m NoiznULSNM WS-.) P .... ......... ... ..... . ...... . ....... ... ... . .. . ... 7F - Tv- .... ......... ... ..... . ...... . ....... ... ... . .. . ... BUTTE COUNTY BUILDING DIVISION APPROVED I- z 7 t�'. In COMPANY PROJECT Summit Structural Design %foodWor- SOr7WAR9 I��Aug.. 5,.2016 10;28 , 40 OESIGA' B1 Design Check Calculation Sheet WoodWorks Sizer 10_.1 Loads: Load Type Distribution Pat- tern Location If.t) Start End Magn.Itude Sart End Unit Load! Dea Po nt 1197 3.08 93.6 lbs Load2 w!n'd Point 1.00' 3.08 1040 lbs Load3 Roof live Poi ht Emin' 0.47 million 1.00 1-.00 - - 3.001040 1.00 - lbs Load4 Dead Partial Area 4.08 1'0.08 10.0003.001' psi Load$ wind Partial Area 4.08 10.08 20.00(13.00)' psf Load6 Roof live Partial Area 4.09 1.0.08 20,00(13.00)* psf Load? Ucad Full. Area All LC,a are listed in the Analysis output 18.00 I-.00)' ;psf Self -weir ht Uead IFU11 UDL ' CALCULATIONS: 14.7 jolf Maximum Reactions (lbs) and Bearing Lengths (in) : 10'-2" Ism Unfactored: -- -- ----' '-"' Dead 1334 r54U :3 ind 1197 i403 Roof Live Factored: 1197 1403 Total Bearing: 2771. � 3204 Length i.00. 1.00' 0.34 � L/360 0.30 Total Defl'n Timber -soft, D.FIr-L, No.2, 6x12 (5-1/2"x11.1/4") Supports: All - Timber -'soft Beam' D.Fir-L No.2 Total length: 10'-2.0 Lateral support: top= at supports, bottom= at supports; Criterion An lysis value Design Value An Psis/Design Shear fv = b0 l•'v' = 1'70 .v Fv = 0.35 Benning l•1 fb = 822 Fb' - 068 fb/Fb' = 0.95 Dead. Def.l'n 0.09 . <L/999 1.00 - 2 Live Defl'n 0.10 - <L/999 0.34 � L/360 0.30 Total Defl'n 0.2.3 ,L/522 0.50 - L/240 0.46 Additional Data: FACTORS: F/E(psr.)CD C41 Cc' -.. CF Cfu Cr. Ctrt C.i Cr, LCI! Fv.' i7(1 1.00 1.00 1.00* - - - - 1.00 1.00 1.00 2 E'b': '. 975 1.00 1.00 1.00 0.992 1.000 1.00 1.00 1.00 1.00 - 2 ecP' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E. 1.S million 1.00 1.00 - - - - 1.00 .1.00 - _ 3 . Emin' 0.47 million 1.00 1-.00 - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Sheat LC 02 - D<Lr, V - 2466, V design = 2466 lbs Bendingf+): LC ill - D -Lr, M - 7945 lbs -ft Deflection: LC 03 D+.75(LrI.610 '(11ve) LC 113 D.:75(Lr:. 6W) (total) D=dead L=live S�snow t•7=wind l=impact Lr=roof live Lc=concentrated E=ear.thquake _ All LC,a are listed in the Analysis output ` Load combine t ions.: ASCE 7-10 / .IBC 2012 ' CALCULATIONS: Deflection: E1 848e06 !b -int "Live" deflection - Deflection .from all nor. -dead loads (Live, wind, snow...) Total Deflection - 1.50(Dead Load Deflection) .• Live Load Deflection. Design Notes: 1_ WoodWorks analysis -and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verity that the default deflection limits are appropriate for your application. '3. Sawn lumbecbeni ing members shall be laterally supported according to the provisions of.,NDS Clause 4.4.1. BUTTE CGUNr BUILDING (DIVISION APPROVED t COMPANY PROJECT Summit Structural Design WoodWorks' Aug. 5, 201610:30 SOF71VARr FOR Wi B2 Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads: Load -a -CTI- Type. Distribution Pat- tern location if.t) Start End Magnitude Start End Unit 70 Oead Full Area Total 1864 !n164 18. u ;3.00)• ps. Load2 Wind Full Area 1.00' 1 0.54 + L/360 20.00 (3.Ori1• ps,' Load3 Roof Live 11:11 Area ".0.00 (3.00)• psf Load4 Dead Full Area 18,00 (5.001' psf Self- wei ht Dead Rill UD, 14.'1 !!" .au ­,y -11. tall Maximum Reactions (lbs) and Bearing Lengths (in) : 16.2„ ----_---------- --- --- ---- Un-factdred: Analvsis Value Dead 1282 Y!i nd 485 485 Roof Live 485 - 48^. Factored: Total 1864 !n164 Bearing.: 0.28 L/685 Length 1.00` 1.00• Min re 'd. 1.00' 1 Timber-soft, D.FIr-L, No.2, 6x12 (5-1/2"x11.1/4") Supports: All - Timber -soft Beam. D.Fir-L No.2 Total length: 16'-2.0": Lateral support: lop= at supports. bottom= at supports. Analysis vs. Allowable Stress (psi) and Deflection (in) using Nos 2012: Criterion. Analvsis Value Design Value Anal sis/Uesi,nn Shear fv = J F'v' = 170 !'v Fv' 'Bendiny(.) fb 731 Pb' •• 864 'W Fb' -. O.Bf, Dead Defl.'n. 0.28 L/685 ' Live Defl'n 0.13 <I,/999 0.54 + L/360 n 2 Total Uefl.'n. 0.55 r L/350 0.80 L/7.40 0.60 Additional Data: FACTORS: F/Elpsi)CO CM Ct CL CF Cfu Cr Cfrt. Ci Cn LC8 Fv' 17.0 1.00 1.00 1.00- - - - 1.00 1.00 1.00 2 Fb'+ 875 1.00 .1.00 1.00 0.987 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 1.,00 - 3 £min' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear LC 82 - D.Lr, V.- 1759, V design - 1545 .lbs ' Bending.( -1): LC N2 - D4 Lr, Fl - 7071 lbs -ft Deflection: LC 93 - D4.75(Lr+.61.1) (live) - L6 83 - D+.75(Lr+.6W) (total)- D=dead L=live. S -snow W=wind !-impact Lr=roof live Lc -concentrated E=.earthquake At,'. LC's are listed in the Analysis output Load combinations: ASCE 7-1.0 / IBC 2012 CALCULATIONS: Deflection: El 858e06 lb-in2 - - "Live" deflections Deflection from all non -dead loads (live, wind, snow...! Total Deflection. m 1.5010ead Load Deflection) + Live Load Deflection. Design Notes: - 1. Woodworks analysis and design are in accordance with the [CC International Building Code (IBC 2012), the National Design Specification (Nos 2012), and NDS Dosign Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. BUTTE COUNTY ' BUILDING DIVISION APPROVED 1� Design Check Calculation Sheet WooyWorks Sizer 10.1 Loads: Load COMPANY PROJECT WoodVVorkso Summit Structural Design Ag. 5, 2016 10:31 Magnitude Unit Start End woon ileac B3 Design Check Calculation Sheet WooyWorks Sizer 10.1 Loads: Load Type - Distribution Pat- cern Location Ift) Start End Magnitude Unit Start End Load/ ileac Full area Itbof Live Factored: E02 18.001 3.001` ps Load2 Wind Full. Area Length 1.00• 20.00113.001-• p5 f' Load3 'Roof live Full Area Live Dofl'n 20.00113-00t• psf . 1.0 d4 Dead Full Area _ 0.21 Total Def 1'n 1E,00 (2.00)` psf Self-wai lit Uead Full UUL 0.33 9'.5 91f - bucary a:bcr 1rt1 Maximum Reactions (lbs) and Bearing Lengths (in) : 6'-2" 6•= UnfaCtored: Amlysi.s Value Desi n Value. Dead $61 801 Wind 607. a0y) Itbof Live Factored: E02 002 Total Bearing; 1023 1823 Length 1.00• 1.00 Min re 'd 1..00` 1,00• Minimum bearing length selling used: i for end supports Timber•soft, D.Fir•L, No.2, Bxti.(5-1/2"x7-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: F-2.9% Lateral support: top= at supports• bottom= at supports; Analysis vs: Allowable Stress (psi) and Deflection (in) using NDS 2012: 'Cri torion Amlysi.s Value Desi n Value. An s1s/Des! n S.tear v 49 Fv' = 170 fv F'v 0.29 BendingI-) fb - 622 Fb' _ 750 fb/Pb' - 0.83 Uead Def l'n 0.04 <1,/999 Live Dofl'n 0.04 <L/999 0.20 _u L/360 _ 0.21 Total Def 1'n 0.10 L/135 0.30 1,/240 0.33 Additional Data: FACTORS: F/EipsilCD CM Ct' c4 CF Cfu Cr Cfrt Ci Cn LC6 Fv' 170 1.00 '1.00 1.00 - - - 1.00 1.00 1.00 2 F'b'< -r 5c 1.00 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 - F:'1.3 million 1.00 1.00 - - - - 1.00 1.0(1 - 3 CRITICAL LOAD COMBINATION& Shear : LC I!2 = D<Lr, V 1641, V design 1292 lbs Bondin91+): LC 1:2 - D+Li', t•1 2496 lbs -ft Deflection: LC 03 D<,75(Lr•.6:4f (live) " LC 113 - D/.75(Lr4.6Wl (total) D-deadL-live S=-sr:ow P7=w1rd ]-impact L.r-roof. live Lc=Concentra Led E=ear-thqua'r.e All LC's are lasted in the Analysis output Load rambinationst ASCE 7-10 / LBC 2012 CALCULATIONS: Deflection: '1 227e06 Lb -int "Live" cleflection - Deflocti.on from all non-clead loads (live, wind, snow...) . Total Ueflectior. = 1.5010e ad Load Deflection) Live Load UeCle-ct tor.. Design Notes: 1. Woodworks analysis and design are in accordance with the ICC International Building Code (IBC 2012). the National Design Specification (NDS 2012). and NOS Desilln Supplement. 2. Please verify that the default deflection limits.are appropriate for your application. 3. Sewn lumber bending members shall be laterally supported according'.to tho provisions of NDS Clause 4.4.1. BUTTE COUNTY BUILDING DIVISION APPROVED 01 COMPANY PROJECT Summit Structural Design WoodWorks" Aug. 5,.2016 10:32 vr 84 Design Check Calculation Sheet WoodWorks Sizer 10 1 Loads: Load Type Distribution Pat- tern: Location (ft! Starr End Magnitude Start End unit Loadl Dead FL_ Area ,950 fh 18.00(30.001` psf Loa d2 Wind Full Area ---• 206% Length 20.00130.00)' psf Load3 Roof live Fu 11 Area =• <L/999 0.10 20.00(30.00)1 psf Loa d4 Dead Full Area 0.15 = !,/2.40 13,00 (2.00)1 psf elf -weight Dean Full UDL 9.5 PlIf Maximum ReactionS.(lbs) and Bearing Lengths (in) : 3,-2„ Unfactored: :mal sis Value Design Value Dead 927 92? W inti 950 ji ;6 Roof Live- ,950 fh Factored: Fb' _ 150 Total Bearing: 2067 ---• 206% Length 1.00- 1.00• Minreo'd 1.00' !.00• rvm nnivm uoniuiy ioi iyu aauu iy uaea., w, esu auppuna Timber -soft, D.Fir-L, No.2, 6x8 (5-112"x7-114") Supports: AH - Timber -soft Beam, D.Fir-L No.2 Total length: T-2.0"; .Lateral support: top=. at supports, bottom= at supports; I Analvsis vs. Allowable Stress (DSO and Deflection (in) aero. titls.2nd2 - Criterion :mal sis Value Design Value An s!s/Ues i.gn Shear fv 40' 'H F"v' = 1? h. sending i+l fh = 351 Fb' _ 150 Ch/Fb' " 6.47 Dead Defl'n 0.01 - cL/999 - E' 1.3 million 1.00 1.00 - •- - - 1.00 Live Defl'n 0.01 =• <L/999 0.10 L/360 0.06. Total Defl'n 0.01 =' <L/999 0.15 = !,/2.40 0.09 Additional Data: FACTORS: F/E(psi )CD Cbl cc CL CF Cfu Cr Cfrt Ci Cn LC II Fv' 170 1.00 1.00 1.00 - - ' - - 1.00 1.00 1.00 2 Fb'+ 750 !.00 1.00 1.00 !.000 1.000 1.00 1.00 1.00 1.00 - 2 .Ftp' 625 - !.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - •- - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear LC (12 - D+Lr, v a 1628, V design er 1062. lbs Bend Ing i•): LC it - D, Lr, M a 1409 lbs - Ir Deflection: I.0 113 D•.751 br.."old! it suet LC 113 = D+.?SILr, .Gwi (total) D=dead L=live .S=snow td. -wird I -impact Lr -roof live Lc=concentrated E'earchqua):e A!! LC's are listed In. the Analysis output Load combinations: ASCE: 7-10 / !BC 2012 CALCULATIONS: Uef!ecz!on: EI = 227e06 !b -int "Live" deflection - Deflection from all non -dears loads Ilive, wind, snow...l Total DeflecL•ion - 1.50.(Uead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the -default -deflection limits are appropriate for your application. 3. Sawn lumber bonding membors shall be laterally supported according lo.lhe provisions.of.NDS Clause 4.4.1. BUTTE COUNTY BUILDING DIVISION APPROVED COMPANY PROJECT' Summit Structural Design MV00dWorks © Aug. 5, 2016 10:33 WIB5 Design Check Calculation Sheet 1NocdWorks Sizer 10.1 I Loads: Load Type Distribution Pat- Loca.tion tfti Magnitude .Unit 1 11 1 b, q4 Real! Ll 11 Factored: tern Start End IStart End 2426 Loa 1. Dead F 11 Area 1.00' Min -[e''d 1.9.00130..00.1• psf. Load2 19ind Full Area Live: De fl 0.10 .20.00(10.00)' psf Loed3 Roof live Full Area 0.21 = L/624 20.00(10.60)''Psf L/240 .Self -weight Dead Full. UDL 14.7 olf Maximum Reactions (lbs) and Bearing Lengths (in) Unfactored: Analysis - - -- _----- Doad Value Fuial sis/Desitn • Wd nrl 1 11 1 b, q4 Real! Ll 11 Factored: 11 0 111 Total.. Behring: 2426 - 2 2.6 ..Length 1.00• 1.00' Min -[e''d 1.OU' - 1.OU' Timber -sok, D.Fir-L, No.2, 6x12 (5.1/2"x11.1/4") Supports: Ali - Timber soft Beam, D.Fir-L Nm2 Total length: 11--2.0"; Lateral support: lop= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) nInn Nos 2012: Criterion Analysis value Design Value Fuial sis/Desitn S ear - 'v b, q4 FU= 170 f..v Fv' 0.2 Bending(+l fb - 627 Fo' r 068 fb/Fb0.72 Dead. Defl'n 0.08 �_ <L/999 Live: De fl 0.10 = <L/999 0..37 L/360 0.26 Total Defl'n 0.21 = L/624 0.55 = L/240 0.38 Additional Data: FACTORS: F!E(psi)CD CM Ct CL CF Cfu CrCfrt Ci Cr. 11C ' Fv' 170 .1.00 1 o 1.00 - - - - !.00 i.00 1.00 Fc'+ 87.5 1.00 1.00 1.00 0.992 :.004 1.00 !,OU i.GO 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - i.c0 1.UU - E. 1.3 million I.OU 1.00 - - - 1_00 i.00 - 3 Emit' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - a _ CRITICAL LOAD COMBINATIONS: Shear C 112 - D,I,r, V - 2187, V design. 1$301 lbs . 8endi.,9 P")i LC 112 D•Lr, M-• 6061 lbs -ft De:'lection: LC 113 - D-�.75(L.r+.6W1 (!ive) LC 113 - D,.75.(Lr+.6tq) (total) 'D=dead L=live S=snow W=wind I=impact Lr=roof live- Lc=concenr.rated E=earthqualte All. LC's ale Listed Lt the Analysis output Loafs combinations: ASCE 7-10 / IBC 2012 - CALCULATIONS: Deflection: EP a 8,40eO6 lb-an2 "Live" deflection r Deflection from all non -.dead loans (:live, wind,. snow...) Total Deflection= 1.50i6ead Load Deflection) + 'Livee Load Deflection.. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NOS 2012). and NDS Design Supplement, 2.. Please verify that the default deflection limits are appropriate for your'application. 3: Sawn`lumber bonding members shall be laterally supported according to the provisions of NDS Clause 4.4.1 BUTTE COUNTY BUILDING DIVISION APPROVED i' BUTTE COUNTY BUILDING DIVISION APPROVED BUILDING ENERGY ANALYSIS REPORT RECEIVED SEP 2 0 2016 PROJECT: TRB AND ASSOCIATES Rottschalk Residence 619 Walnutshire Lane Chico, CA 95973. - Project Designer: Lynn Smith 199 Sycamore Valley Road Chico, CA 95973 (530) 891-0585 Report Prepared by: Max Ramirez 22189 Samson Ave. I ((` Corning, CA 96021 PE MIT # `� - Z 6�9� (530) 321-7242 BUTTE COUNTY ®1=VEL6pN9ENT— ERVICES REA WED FOR stray COUNTY COP By DA E By -C� (� SEP 16 2016 DEVELOPMENT SERVICES Job Number: REVIEWED Job �jll0•70t�'� � FOR CODE COMPLIANCE 080116-Rottschalk ,(LS) #2689 M OCT 1 9.2016 Date: TRB AND ASSOCIATES 8/3/2016 O 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. 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 Summary 11 Form MF-1 R Mandatory Measures Summary 12 • BUTTE COUNTY ` BUILDING DIVISION APPROVED EnergyPro 6. by EnergySoft Job Number: ID: 080116-Rottschalk (LS) #2689 User Number: 5733 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 10:29, Wed, Aug 03, 2016 Calculation Description: Title 24 Analysis Input File Name: 080116-Rottschalk LS) #2689.ribdx CF1R-PRF-01 Page 1 of 8 GENERAL INFORMATION ENERGY USE SUMMARY 01 Building Complies with Computer Performance 01 Project Name Residential Building 05 06 07 02 Calculation Description Title 24 Analysis ?k . �k..._.o,. P�__._. }P a�g, 76 s•. -. -dR.+a: ¢€ x$ k1 "d\_.. �++, Compliance Margin 03 Project Location 619 Walnutshire Lane �",'�IF 'r1F 4 Y"� 2'"�k .Q"•'� Kit. iK`°Fa. '5.03 04 City Chico y,4y, 05 Standards Version Compliance 2015 06 Zip Code 95973 0.98 07 Compliance Manager Version BEMCmpMgr 2013-4b (433) 08 Climate Zone CZ11 r !` 09 Software Version EnergyPro 6.8 10 Building Type Single Family -- 11 Front Orientation (deg/Cardinal) 0 12 Project Scope NeWy Constructed M 13 Number of Dwelling Units 1 14 P~ Total Cond. Floor Area (ft) 2689 L11 n SJ 0 15 Number of Zones 1 16 Slab Area (ft2) 2689 17 Number of Stories 1 18 Addition Cond. Floor Area N/A 19 Natural Gas Available Yes 20 Addition Slab Area (ft2) N/A21 Glazing Percentage (%) 15.4% COMPLIANCE RESULTS ENERGY USE SUMMARY 01 Building Complies with Computer Performance If,, j Ill-" j`""`,�`�`1-" 04 05 06 07 02 This building incorporates features,,that require field testing andlor;venficati"on.by a:certified: HERS rater, underkthe supervision of a CEC-approved HERS provider. �... ,_,-.Rk .IY> ?k . �k..._.o,. P�__._. }P a�g, 76 s•. -. -dR.+a: ¢€ x$ k1 "d\_.. �++, Compliance Margin Percent Improvement Space Heating �",'�IF 'r1F 4 Y"� 2'"�k .Q"•'� Kit. iK`°Fa. '5.03 20.7% *afi're'MyS y,4y, Registration Number: 216-No289487A-000000000-0000 CA Building Energy Efficiency Standards - 2013 Residential Compliance Registration Date/Time: 2016-08-03 10:37:48 Report Version - CF1R-03112016-433 HERS Provider: CaICERTS inc. Report Generated at: 2016-08-03 10:30:40 ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDV/ft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 24.27 19.24 '5.03 20.7% Space Cooling 38.78 43.47 -4.69 -12.1% IAQ Ventilation 0.98 0.98 0.00 0.0% Water Heating 10.89 10.49 0.40 3.7% Photovoltaic Offset -- 0.00 0.00 -- Compliance Energy Total 74.92 74.18 0.74 1.0% Registration Number: 216-No289487A-000000000-0000 CA Building Energy Efficiency Standards - 2013 Residential Compliance Registration Date/Time: 2016-08-03 10:37:48 Report Version - CF1R-03112016-433 HERS Provider: CaICERTS inc. Report Generated at: 2016-08-03 10:30:40 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 10:29, Wed, Aug 03, 2016 Calculation Description: Title 24 Analysis Input File Name: 080116-Rottschalk LS) #2689.ribdx 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 CF1 R -PRF -01 Page 2 of 8 HERS FEATURE SUMMARY 01 The following is a summary of the features that must be field -verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building components tables below. 04 Building -level Verifications: 06 • IAQ mechanical ventilation Project Name Cooling System Verifications: Number of Dwelling Units • Minimum Airflow BUTTE COUNTY • Verified EER Number of Water Heating Systems • Fan Efficacy Watts/CFM BUILDING DIVISION HVAC Distribution System Verifications: 3 • Duct Sealing t 0 Domestic Hot Water System Verifications: �`;:; g. APPROVED • --None — ENERGY DESIGN RATING - This is the sum of the annual TDV energy consumption for energy use component's included injthe'performance corijpliance approach for the Standard Design Building (Energy Budget) and the annual TDV energy consumption for lighting and comnents.not-regulated by Title`24 Part 6'(such as dom'estiCappliaheds,and consumele er etronics)"and accounting for the annual TDV energy offset by an on-site renewable energy system., To '� ... ,.� A H R w :Reference�Energy User Energy Design"Rating Margin Percent Improvement Total Energy (kTDV/f2-yr)* " ' X119.72* ^ I 118.98 0.74 0.6% includes calculated Appliances and Miscellaneous Energy Use (AMEU) BUILDING - FEATURES INFORMATION 01 02 03 04 05 06 07 Project Name Conditioned Floor Area (ft2) Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems Residential Building 2689 1 3 1 0 1 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft2) Avg. Ceiling Height Water Heating System 1 Water Heating System 2 Zone 1 Conditioned HVAC Systeml 2689 9 DHW Sys 1 Registration Number: 216-No289487A-000000000-0000 Registration Date/Time: 2016-08-03 10:37:48 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-08-03 10:30:40 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 10:29, Wed, Aug 03, 2016 Calculation Description: Title 24 Analysis Input File Name: 080116-Rottschalk LS) #2689.ribdx CF1R-PRF-01 Page 3 of 8 OPAQUE SURFACES 01 02 03 01 02 r t y 11 o4, 1¢}} *Xr 05) Ii It� 06 07 08 01 02 03 04 OS 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft2) Window & Door Area (ft) Tilt (deg) Front Wall Zone 1 R-21 Wall 0 Front 559.5 149 90 Left Wall Zone 1 R-21 Wall 90 Left 489 66 90 Rear Wall Zone 1 R-21 Wall 180 Back 775.5 230.2 90 Right Wall Zone 1 R-21 Wall 270 Right 531 10 90 Demising Wall Zone 1>>Garage_ R-21 Wall'! 0.23 Insect Screen (default) 255 17.7 Roof Zone 1 R-38 Roof Attic 2689 Front Wall 2 Garage_ R-0 Wall 0 Front 333 208 90 Left Wall 2 Garage_ R-0 Wall 90 Left 225 90 Rear Wall 2 Garage_ R-0 Wall 180 Back 117 90 Right Wall 2 _Garage_ R-0 Wall 270 Right 183 90 Roof 2_Gara 9,e_ R-0 Roof Attic 866 ATTIC ,� .,V� 01 02 03 01 02 r t y 11 o4, 1¢}} *Xr 05) Ii It� 06 07 08 Name ConstructionM T Roof Rise Roof -Reflectance 3wlkoof Emittance Radiant Barrier Cool Roof Attic Garage_ Attic Garage Roof Cons ` € g Ventilated i� ..* 'r 6 � �'"` '` � 0'1 " '� " � 0.85 No No Attic Zone 1 Attic RoofZone 1 Ventilated 6 0.1 0.85 No No WINDOWS 01 02 03 04 OS 06 07 08 09 10 Name Type Surface (Orientation -Azimuth) Width (ft) Height (ft) Multipli er Area (ft2) U -factor SHGC Exterior Shading Window Window Front Wall (Front -0) — -- 1 109.0 0.30 0.23 Insect Screen (default) Window 2 Window Left Wall (Left -90) -- -- 1 66.0 0.30 0.23 Insect Screen (default) Window 3 Window Rear Wall (Back -180) -- — 1 230.2 0.30 0.23 Insect Screen (default) Window 4 Window Right Wall (Right -270) -- - 1 10.0 0.30 0.23 Insect Screen (default) Registration Number: 216-No289487A-000000000-0000 Registration Date/Time: 2016-08-03 10:37:48 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 BUTTE COUNTY BUILDING DIVISION APPROVED HERS Provider: CaICERTS inc. Report Generated at: 2016-08-03 10:30:40 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 10:29, Wed, Aug 03, 2016 Calculation Description: Title 24 Analysis Input File Name: 080116-Rottschalk LS) #2689.ribdx CF1R-PRF-01 Page 4of8 DOORS 01 02 03 01 02 03 04 BUT Name I Tt COUN I YSide of Building Area (ft2) U -factor Door BUIL 3 01v1,51 -0-g- Front Wall 40.0 0.50 Door 2 Demising Wall 17.7 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 2689 261.8 None 0.8 No • Inside Finish: Gypsum Board Garage_ 866 95.3 None 0 No • Cavity / Frame: no insul. 12x4 R-0 Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. O.C. none 0.361 Exterior Finish: 3 Coat Stucco Ceilings (below 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 Cavity/ Frame: no insul. / 2x4 Top Chrd 1 2x4 Top'Chotd of Roof Truss:@ 24: j -,,j Roof Deck: Wood Siding/sheathing/decking Attic Garage Roof Cons Attic Roofs Wood Framed Ceiling . n�0 C 'fit n 0:644 Roofing: Light Roof (Asphalt Shingle) Cavity / Frame: no insul. 12x4 Top Chrd 2x4 TopChordof,Roof Truss @ 24 F, K IV y 0 Roof Deck: Wood Siding/sheathing/decking Roofing: Light Roof Shingle) Attic RoofZone 1 Attic Roofs Wood;Framed Ceiling; ; in. O:C. non 644 (Asphalt • Inside Finish: Gypsum Board • Cavity / Frame: R-21 / 2x6 R-21 Wall Exterior Walls Wood Framed Wall 2x6 @ 16 in. O.C. R 21 0.069 Exterior Finish: 3 Coat Stucco • 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 Ceiling 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 (ft) Perimeter (ft) Edge Insul. R -value & Depth Carpeted Fraction Heated Slab Zone 1 2689 261.8 None 0.8 No Slab 2 Garage_ 866 95.3 None 0 No Registration Number: 216-No289487A-000000000-0000 Registration Date/Time: 2016-08-03 10:37:48 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-08-03 10:30:40 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 10:29, Wed, Aug 03, 2016 Calculation Description: Title 24 Analysis Input File Name: 080116-Rottschalk LS) #2689.ribdx 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 -- CFIR-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 Name Heater Element7ype Tank Type Tank Volume (gal) Energy Factor or Efficiency Input Rating Tank Exterior Insulation R -value Standby Loss (Fraction) DHW Heater 1 Natural Gas- ' ' Small Storage 50 0.62 40000-Btu/hr 0 0 toll�' 1 .« WATER HEATING - HERS VERIFICATION. : a • s; 01 01 02 03' `�- 04 y `05 06 07 Heating Unit Name Cooling Unit Name Vk 4 # t" f Recirculation Central DHW Name Pipe Insulation Parallel Piping Compact Distribution Point -of Use Control 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 . a r 01 02 ' "v 9 03 Name Type DIV S Efficiency Heating Component 1 CntrlFurnace - Fuel -fired central Aa 94 AFUE .. . . ■ v w ori Registration Number: 216-N0289487A-000000000-0000 Registration Date/Time: 2016-08-03 10:37:48 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-08-03 10:30:40 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 10:29, Wed, Aug 03, 2016 Calculation Description: Title 24 Analysis Input File Name: 080116-Rottschalk LS) #2689.ribdx CF1R-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 DuctsAttic: Sf Sealed and:t'tested - 1p$+� ii J i '� 8- I! � Attic i .�' None Air Distribution System 1 -hers -dist I k �v rF"s-k AI At ye a �I AH IF I Sa ita"c HVAC DISTRIBUTION - HERS VERIFICATION 01 02 f'f'l 1=03M, —41 t-' 0451 t., 1 V 65 *..oi� C 4-'1106 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 Ou I FECOUNTY HVAC Fan 1 -hers -fan HVAC FAN SYSTEMS - HERS VERIFICATION 01 02 /'1 F— r— 11 U V f7 1 03 Name Verified Fan Waft Draw Required Fan Efficiency (Watts/CFM) HVAC Fan 1 -hers -fan Required 0.58 Registration Number: 216-No289487A-000000000-0000 Registration Date/Time: 2016-08-03 10:37:48 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-08-03 10:30:40 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 10:29, Wed, Aug 03, 2016 Calculation Description: Title 24 Analysis Input File Name: 080116-Rottschalk LS) #2689.ribdx 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 56.89 0.25 Default 0 Required BUTTE COUNTY BUILDING DIVISION APPROVED Registration Number: 216-No2e94e7a-000000000-0000 Registration Date/Time: 2016-06-03 10:37:48 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-08-03 10:30:40 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Description: Title 24 Analysis Calculation Date/Time: 10:29, Wed, Aug 03, 2016 Input File Name: 080116-Rottschalk LS) #2689.ribdx CF1R-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: LWax LRamirez Max Ramirez Company: Signature Date: Golden Sun Designs 2016-08-03 10:37:48 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. 1 am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2. I 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�tgllt a enforcement ager cy,for approval,with th s.building permit application. Responsible Designer Name: f L Responsible Qesigner Signature: a t LW. LRarn rez Max Ramirez . f 11�v: Company: :'' J E P Date_Sigguned�`: '�$$ nea ....:}F YV .y Golden Sun Designs 2016-08-03 10:37:48 Address: License: 22189 Samson Ave NA City/State/Zip: Phone: Corning, CA 96021 530-321-7242 BUTTE! COUNTY BUILDING DIVISION APPROVED Digitally signed by CaICERTS. This digital signature is provided in order to secure the content of this registered document, and in no way implies Registration Provider responsibility for the accuracy of the information. Registration Number: 216-No2e9487A-000000000-0000 Registration Date/Time: 2016-08-03 10:37:48 HERS Provider: CaICERTs inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-08-03 10:30:40 RESIDENTIAL MEASURES SUMMARY RMS-1 Project Name Rottschalk Residence Building Type m Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 8/3/2016 Project Address 619 Walnutshire Lane Chico California Energy Climate Zone CA Climate Zone 11 Total Cond. Floor Area 2,689 Addition n/a # of Units 1 INSULATION Construction Type Area Cavity (ft) Special Features Status Wall Wood Framed R 21 2,137 New Door Opaque Door - no insulation 40 New Roof Wood Framed Attic R 38 2,689 New Slab Unheated Slab-on-Grade no insulation 2,689 Perim = 262' New FENESTRATION I Total Area: 415 Glazing Percentage: 15.4%1New/Altered Average U-Factor: 0.30 Orientation Area(fe) U-Fac SHGC Overhang Sidefins Exterior Shades Status Front (N) 109.0 0.300 0.23 none none Bug Screen New Lek (E) 66.0 0.300 0.23 none none Bug Screen New Rear (S) 230.2 0.300 0.23 none none Bug Screen New Right (M 10.0 0.300 0.23 none none Bug Screen New 81 SUTTE COU BUILDING 1­11 u-nuvmu HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status 1 Central Furnace 94% 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 EnerqyPro 6. by EnerqySoft User Number: 5733 /D: 080116-Rottschalk L; Pae 11 of 15 BUTTE COUNTY 2013 Low -Rise Residential Mandatory Measures Summary BUILDING DIVISION NOTE: Low-rise residential buildings subject to the Stanclards must comp/, tivith all applicable mandatory measA s e.P f sx Vi E D compliance aovroach used. F,.rcentions may anpfv. Review the respective code section for more information. Building Envelope Measures: § 1 10.6(a)1: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. §1 10.6(a)5: Fenestration products (except field -fabricated windows) have a label listing the certified LJ -Factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration that meets the requirements of §10-11 l(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(1) when the installation of a cool roof is specified on the CFi R. § 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 CFI R. Minimum I2-30 insulation in wood -frame ceiling; or the weighted average U -factor shall not exceed 0.031. Minimum R-19 in a § I50.0(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 contorm 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 Ll - factor). §I50.0(d): MiniinLim R-19 insulation in raised wood -frame floor or 0.037 maximum U -factor. In Climate Zones 14 and 16 a Class II vapor retarder shall be installed on the conditioned space side of all insulation in all exterior §150.0(g)l: walls, vented attics and unvented attics with air -permeable insulation. in Climate Zones 1-16 with unvented crawl spaces the earth Floor of the crawl space shall be covered with a Class 1 or Class 11 § 150.0(g)2: vapor retarder. In a building having a controlled ventilation crawl space, a Class I or Class Il vapor retarder shall be placed over the earth floor of §I50.0(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 t'enestration shall not exceed 0.58. Fireplaces, Decorative Cas Appliances and Gas Log Measures: § 150.0(e)1 A: Masonry or factory -built fireplaces have a closable metal or glass door covering the entire opening of the firebox. §150.0(e)I B: Masonry or factory -built fireplaces have a combustion outside air intake, which is at least six square inches in area and is equipped with a readily accessible, operable, and tight -fitting damper or a combustion -air control device. §I50.0(e)IC: Masonry or factory -built fireplaces have a flue damper with a readily accessible control. § 1501 0(c)2: Continuous bunting 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 Pleating and Plumbing System Measures: §110.0-§1 10.3: HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified to the Energy Commission. § 110.3(c)5: Nater 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. § I50.0(h)l: Heating and/or cooling loads are calculated in accordance with ASHRAi , SMACNA or ACOA using design conditions specified in §I50.0(h)2. § 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). § 150,0(1) I A: Storage gas seater 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. § 150.00)113: 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 seater 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 § 150.0(i)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)2 B: 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 BUTTIF COUNTY BUILDING DIVISION A § 150.0(j)2C: Pipe for cooling system lines shall be insulated as specified in § I50.00)2A. Piping insulation for Aell an byro • h Vgt systems or hot waters stems with pressure % 15 psio shall meet the requirements in TABLE 120.3-A. §I50.0(j)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 I § 150.00)313: or Class 11 vapor retarding facing, or the insulation shall be installed at the thickness that qualities 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 § I50.0(n)I : 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 ofat least 200,000 Btu/hr. § I50.0(n)2: Recirculating loops serving multiple dwelling units shall meet the requirements of§110.3(c)5. §I50.0(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 agency 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 duets are mechanically fastened. Openings shall be sealed §I50.0(m)1: with mastic, tape, or other duct -closure system that meets the applicable requirements of UL 181, UL 181 A, or UL 181 B or aerosol sealant that meets the requirements of UL. 723. if mastic or tape is used to seal openings greater than '/4 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 §150.0(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 insulation thickness; and duct labeling. § 150.0(m)7: All fan systems that exchange air between the conditioned space and the outside of the building must have backdraft or automatic dampers. §150.0(m)8: Gravity ventilating systems serving conditioned space have either automatic or readily accessible. manually operated dampers exec t combustion inlet and outlet air openings and elevator shaft vents. Insulation shall be protected from damage; including that due to sunlight, moisture, equipment maintenance, and wind but not §I50.0(m)9: limited to the following: insulation exposed to weather shall be suitable for outdoor service. For example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation. § I50,0(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 §I 50.0(m)1 1: 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 §I50.0(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 § I50,0(m)13: space conditioning system must also demonstrare airflow> 350 CPM 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, §I50.0(m)15: an airflow from the dwelling. through the air handler fan and delivered to the dwelling, of> 350 CPM per ton of nominal cooling capacity, and operating at an air -handling unit fan efficacy of<_ 0.58 W/CFM as confirmed by field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. All dwelling units shall meet the requirements of ASFIRAE Standard 62.2. Neither window operation nor continuous operation of § 150.0(o):. central forced air system air handlers used in central fan integrated ventilation systems are permissible methods of providing the Whole Building Ventilation. § I50.0(o)I 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 § 1 10.4(x): 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 BBUTTE COUPTY LDING 110.4(b)i : Any pool or spa heating equipment shall be installed with at least 36 inches of pipe between filte e -MT R M and return lines. or built-up connections for future solar heating. IRI § 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. §1 10.5: Natural gas pool and spa heaters shall not have a continuous burning pilot light. §I50.0(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. § 150.0(k)I A: Installed luminaires shall be classified as high -efficacy or low -efficacy firr compliance with § 150.0(k) in accordance with TABLL; 150.0-A or TABLE 150.0-13. as applicable. § I50.0(k)I B: 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.(1(k)1C: §130.0(c). In residential kitchens, the wattage ofelectrical 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 per electrical box. §I50.0(k)I D: 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) I E: 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. §I50.0(k)I F: Lighting integral to exhaust fans (except when installed by the manufacturer in kitchen exhaust hoods) shall meet the applicable requirements of § I50.0(k). § I50.0(k)2A: High efficacy luminaires must be switched separately from low efficacy luminaires. §I50.0(k)2B: Exhaust fans shall be switched separately from lighting systems. § I50.0(k)2C: Luminaires shall be switched with readily accessible controls that permit the luminaires to be manually switched ON and OFF. § I50.0(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 installed to comply with § 150.0(k). §I50.0(k)2F: Lighting controls comply with applicable requirements of §110.9. An Energy Management Control System (EMCS) may be used to comply with dimmer requirements if: it functions as a dimmer §I50.0(k)2G: according to §110.9; meets Installation Certificate requirements of §130.4; the EMCS requirements of §130.5; and all other requirements in §150.0(k)2. An Energy Management Control System (EMCS) may be used to comply with vacancy sensor requirements of §I 50.0(k) it': it § 150.0(k)21 -I: functions as a vacancy sensor according to § 110.9; meets Installation Certificate requirements of § 130.4; the EMCS requirements 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 § I50.0(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. § I50.0(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. I50.0(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. §I50.0(k)6: Lighting installed in attached and detached garages, laundry rooms, and utility rooms shall be high efficacy luminaires and controlled by vacancy sensors. § i 50.0(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 testing/rating 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 iluomscent 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 §I50.0(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: ' ,,, RECEIVED 2013 Low -Rise Residential Mandatory Measures Summary nun ) n mic BUTTE COUNTY BUILDING DIVISION APPROVED 0- 40 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 TRB AND ASSOCIATES c. Energy management control system which meets all of the hollowing 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 FMCS 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, ou;:door 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 § I50.0(k)9B: following requirements: i. Shall comply with §I50.0(k)9A; or ii. Shall comply with theapplicable requirements in §110.9, §130.0, §130.2, 3130.4, §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 re uirements in § 110.9., § 130.0, § 130.2, § 130.4, § 140.7 and § 141.0. §I50.0(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 §I30.0(c). § 150.0(k)1 1: Lighting for residential parking garages for eight or more vehicles shall comply with the applicable requirements for ' ' nonresidential garages in § 110.% § 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 §I50,0(k)I2A: 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: § i 50.0(k) 1213: i. Comply with the applicable requirements in § 110.9: § 130.01 § 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 light 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 I , 2014. shall comply with the requirements of § 1 10.10(b) through § i 10.10(e). § 110.10(a)2: Low-rise multi -family buildings shall comply with the requirements of §1 10.10(6) through § 110.10(d). The solar zone shall have a minimum total area as described below. The solar -none shall comply with access, pathway, smoke ventilation, and spacing requirements as specified in Title 24. Part 9 or other Parts of Title 24 or in any requirements adopted by a local jurisdiction. The solar zone total area shall be comprised of areas that have no dimension less than 5 feet and are no less than 80 square feet each for buildings with roof areas less than or equal to 10,000 square feet or no less than 160 square feet each for §1 10.10(b)1: buildings with roof areas greater than 10,000 square feet. For single family residences the solar zone shall be located on the too for overhang of the building and have a total area no less than 250 square feet. For low-rise multi -family buildings the solar zone shall be located on the roof or overhang of the building or on the roofor overhang of another structure located within 250 feet of 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 1 f 0 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 roofor any other part of the building that projects above a solar zone shall be located at least twice § 1 10.10(6)313: the distance, measured in the horizontal plane, of the height difTerence 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 rool'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 of7conduit § 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. § 1 10.10(d): A copy of the construction documents or a comparable document indicating the in(--)rmation from § 1 10.10(b) through § 110.10(c) shall be provided to the Occupant. §1 10.10(e)I: 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 § 1 10.10(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". BUTTE COUNTY BUILDING DIVISION APPROVED 0- 40 _ ;. ' •t , ., ..� RECEIVE® T OCT. 2 2016 TRS A l;4TES r Fel I� l� e� ` ; i, -GUM Q ,. ZE • ..-.... ... w. ,- .-......,._...._..n .. `— • -- — _ e — 4, , =—' — ._ l as ._m. e� '' • ' .. - _ rt _. a c i O I y ;�n Q I1 1 dl • 4 -ei t"• Itis I f• i f r - r 1• — 4 _ I �I .I l - _ _ 2 - _ _ o w .•.a— ----0>-----t � I �t t.i•;•_ L. 1. e ' , LOVE0.ED COUNTY'; �.. : IA TRB AND ASSOCIATES c° a - OCT 0.7-2016 t ccs s DEVELOPMENT SERVICES 6906 .. , . _.. • - 4 - G©M .° =k`,....-.._ :�F,�.•. �:i"M, •...... _ ..- .... _ ...... a •'�- ✓.. '. r ,. . ' Y- r - �' h tit . `= - .- ''i. y. � .`' i� 1 fP 7Y . a a ` i4 • - s - 0 u>.....- .I- REVIEWEED . FOR CODE COMPLIANCE r � . u OCT 1 9 ...,. - =...., -r ..e.. - -. ., ' r _ f. c. .. ..-.. - -. -.•[ a .. veaeo ' TRB AND ASSOCIATES., LI• 4 ,` r.m....[ I I ' ' 1 - _ L. J I ,a e SRI � '/Y II I.I, I I •� •� � , / •s r - REVIEWEED FOR CODE COMPLIANCE OCT 1 9 ...,. - =...., -r ..e.. - -. ., ' r _ f. c. .. ..-.. - -. -.•[ a .. veaeo ' TRB AND ASSOCIATES., • 4 ,` r.m....[ A TNaeE 6evROOM REWDENGE ror: GSM CONSTRUCTION SAM < ME&.AN ROTTSGNALK D—SwIREL_E.—O.ODLIPORIIA 95915 n55E55... P --I Off] - Sao - 110 A Om fiFil Kai G ©r -lot t, A --aE,a 1 "j �V ^ . Y.J P - • — . �ur•� / •�\y � u�'arrw—"'-rte :r G . / , .X•-�v Y.--� I Iii U. Y <�R ® �•i - zQo 8t75 LIA �J — P- U i mOx� R _ - •TJX ® ASSOC\ATES . .•,r,. Yom„ _ caveneo ..e. ........ ... - ®Q.PP4:..D� ®��®�.(„°°' RE—D®® � ,t [Ney/ro�ynr . G©IM;?:^": ,..« .;.•.u.:.'�'_,:.:::r.:;,:• .,....,:,_.�.....�....a.,. _ - ...._...�._....... lFpjc9EIY;:s::.;.-., �It� Om fiFil Kai G ©r -lot t, A --aE,a 1 "j �V ^ . Y.J P - • — . �ur•� / •�\y � u�'arrw—"'-rte :r G . / , .X•-�v Y.--� I Iii U. Y <�R ® �•i - zQo 8t75 LIA �J — P- U i mOx� R _ - •TJX ® ASSOC\ATES . .•,r,. Yom„ _ caveneo ..e. ........ ... - ®Q.PP4:..D� ®��®�.(„°°' RE—D®® � ,t [Ney/ro�ynr . G©IM;?:^": ,..« .;.•.u.:.'�'_,:.:::r.:;,:• .,....,:,_.�.....�....a.,. _ - ...._...�._....... lFpjc9EIY;:s::.;.-., 4L REVIEWED COMPOANCE C, NOD ASSOCIATES v 1p OQ M -ft" i P. P i Q - , -. 9 99 ooc + 100091 REVIEWED COMPOANCE C, NOD ASSOCIATES TRB +Associates Agency: County of Butte TRB+ Project Number: 16.054.139.2 Final Plan Review Page 1 of 1 Date: October 19, 2016 To: Gareth Munoz Email: garethmunoz@gmail.com (via email) Cc: Philo Hunt, Amber Franzino, Nancy Springer, Deborah DeBrunner; Jordan DeBrunner, Curtis Johnson, Carrie Gomez Email: Phunt(a)buttecounty.net; AFranzino(a)buttecounty.net, nspringer )buttecounty.net; ddebrunnera,buttecounty.net; jdebrunneraabuttecounty.net; cliohnsona-buttecounty.net; cgomezabuttecounty. net (via email) RE: Plan Review for: Rottschalk Residence Project Address: 619 Walnutshire Lane, Chico Agency App. No.: B16-2068 TRB+ Project No.: 16.054.139.2 The following documents were received for review: Plans: (2 sets) Sheets dated 10/7/16: 1 to 5 Sheets dated 10/6/16: SN, SD1, SD2 Structural Calculations: (1 copies) E. Teodosescu dated 8/17/16 (2 copies) R. Burdette, dated 08/16/16 Truss Calculations: (2 copies) MiTek Engineering, dated 08/12/16 Energy Calculations: (2 copies) M. Ramirez, dated 08/03/16 Other: (1 copy) 2013 — Low Rise Residential Mandatory Measures Summary (1 copy) Minimum Requirements List— New Construction, U. N.0 (2 copies) Truss Review Letter, MiTek Engineering, dated 08/17/16 (2 copies) Truss Review Letter, R. Burdette, dated 08/18/16 (1 copy) Response received 10/12/16 (1 copy) R. Burdette dated 10/6/16 (2 copies) L. Smith dated 7/13/16 (1 copy) Mini plan Plans have been reviewed for compliance with the Building Department requirements contained in the 2013 CBC, 2013 CPC, 2013 CMC, 2013 CEC, 2013 CRC, 2013 Green Building Standards Code, 2013 Energy Code, and County of Butte Ordinances. There are no further comments. Sincerely, TRB + ASSOCIATES, INC. Nicholas Ho r j2v� r � /ef ICC Certified Plans Examiner J TRB + Associates, Inc BUILDING SOLUTIONS 3180 Crow Canyon Place + Suite 216 + San Ramon, CA 94583 for MUNICIPALITIES T 925 866.2633 F 925 790.0011 ms www.TRBp/us.com i RECEIVED RE4):PO NSE TO PLAN CHECK OCT 12 2016 TRB AND ASSOCIATES Pi 'ect: Rottschalk Residence 619 Walnutshire Lane Chico, CA TRB+ Project Nurnber.: 16.054.:139.1 St:_rucaural Plan Check Comments: 1.) `See revised Sheet 1 for location of interior bearing walls. `gee attached revised girder truss Calc with (4) support locations. 3) See attached revised shear wall calcs using 17' total sheer wall length at Gridline fi and added CS16 strap above the Pantry on Sheet I The roof diaphragrn is capable of delivering the load from the drag truss to the shear walls (ex: r(:.)of diaphragm shear over Bedroom 2 shear walls = 164 plf < 240 pif allowable,. `therefore ok). 4) See revised calculations using rho = 1.3 and revised shear walls at Sheet :1. 5) Mean roof height on page 10 should be (9.67'+27..25')/2=:15.5' therefore u:SE' of :1.5' values still ok and no changE!s required. The mean roof height is the same for each orthogonal direction therefore no changes are required, Please contact me at (530) 592-4407 x::102, or Lylancl@surn mitchico.com with any questions about the responses above; Thank you. C 8 m .cess' �� 7 * EXP. BUTTE COUNTY - OCT 07 2016 DEVELOPMENT SERVICES Q16-ao6�s H PERMIT# v BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CQ IMIPLIA CE DATE BY LIU I Job .. ..... ... .160a-047, E040 ROOF SPECIAL GIRDER it I It 18 u 1G 1a --!.._..-------._....._-..-__..-._.--..-------1--- 1-,...--3 '1 SYSTEMS PLUS LUMBER CG,. ........ J�qtii I .. . ..... ........ . . ...... .......... ,A 8.010 s Apr 20 2016 MiTok Industries, Inc. Wild Aug 17 11:03:26 2010 Paye I ANDERSON,G lD:tl2jNWCZPCVYX807,r(E.IWI.Gyo,.vOG-07.rclf?PWIvIOQZkNfvllcIC7l(!iYZi)plX:!I11'7t;sj5v(,I:r3y,i)Y. 1 2-0:6-1 4-0-15 3-6.7 4.0-12 4-2-8 4-0-12 4-5.6 3-10-1 3-ICI.1 4-4.9 scalo 03.1 4X8 =: 11 NAILED GX6 NAILED 2x4 11 NAILED E I'll S ;ts AU AD RA' 7x6 JuS26 4x6THD26-2 JUS26 NAILED JUS28 Spacial NAILED HUS26-2 3xB F Ar AU 3x5 If JUS28 JUS28 5x8 = P All 0 6X8 :- 7x8 JUS28 JUS20 III , I's ') JUS2.6 -1:' 0 5 Plate 0 S:0-3.8,0.5-0).__._ . ................................. . 3 -10.1 .. .. LOADING (psQ TCLL Illi._..—JIL. CSI. DEFL. in (IOC) I/dLfl0.17 ' Rf As AJ JIJI;26 4X6 JUS2.6 -1:' 0 5 Plate 0 S:0-3.8,0.5-0).__._ . ................................. . 3 -10.1 .. .. LOADING (psQ TCLL SPACING- 2-0-0 1 CSI. DEFL. in (IOC) I/dLfl0.17 ' Rf PLATES GRIP 20.0 TCDL 10.0 131:."ite Grip DOL 1.15 Lumber DOL 1.15 TC Vert(LL) -0.02 S -T -999 24 0 1 BC 220/195 BCLL 0.0 0.33 Vert(TL) 4.07 S -T >999 180 Rap Stress Incr NO WB 0.58 I­iorz(TL) 0.01 N n/a r!!a BCDL 10.0 Code IBC20121TPI2007 Matrix -MSH .... . ................ Weignt: 715 lb T "- 20% LUMBER. BRACING - TOP CHORD 2X4 OF No.1843ir G TOP CHORD Structural wood sheathing directly appliod or 6-0_0 oc pi.lifills. BOT CHORD 2x8 DF SS BOT CHORD Rigid ceiling ducc(ly applied WEBS 2X4 DF Stud/Sild G, of, 6-0-o (:Ic blucij)g. REACTIONS, All bezirings 0-3-8 except (jt=length) R=0-3-9 (input: 0-3-8). (lb) - Max liorz 3=131(LC39) Max Uplift All iifflift 100 Ib or less atjoint(s) except K:t:­520(LC 20),@=-425(LC 0), R=-1738(LC 8), N= --4580L13 9) MaxGr;3v All reactions 250 lb or less atjoint(s) except K=446(1_13 25), B=1973(LC 27), R=10020([.0 27), N-:4070(LC 1) FORCES. (lb) -Max. Comp.,'May,. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-3672/760, C -D=-2917/665, D -E=-221/1549, E -F=-221/1549, F-13=1140/166, G -H=-271/807. 1-1-k-49/890. I -J=.403/1013, J -K=-800/1097 BOT CHORD 8 -1*= -723/3240,.S -T-,--723/3240, R -S=-549/2421, Q -R=-215/448, 0..Q=-223/457, N-0=129/15, L -M=-747/412, K-=-985/681 WEBS C -T=-55/556, 0 (,I-S=M BUTTE COUNTY -76411667,/1D-S=-734/3938, D-R=L-4031/1009, E -R=-3661172, F -R:-208-1/284, F -Q=0/1 160, F-0=250402, G -O=-1 10/1619, G -N-2560/294, DIVISION H -N=-9411,108, I -N=-360/268, J -M=-460/117 BUILDING NOTES- (19) 1) 3 -ply truss to be connected toe,lel h er with 10d (0.131"x3") nails as follows: APPROVED Top chords connected as fellows: 2X4 - 1 row at 0-9-0 oc. Bottom chords conneeted as follows: 2x8 - 2 rows staggered at 0-4-0 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 tack (B) face in [tie LOAD CASE(S) section. Ply to connections have E ply been pi'm provided to distribute only loads noted as (F) or (13), unless otherwise Indicated. 3) Unbalanced live load,,; roof have been considered for this design. 4) Wind: ASCE 7-10; VLllt=l 1 (li'llPh (3 -second gust) Vasd=87mph: TCDL=G.Opsf; 0C1X=6.0psf*, h=25f1: Cat. 11; Exp C. enclosed: MWFRS (envelope) gable and zone; Lumber DOL -1.33 plate grip 0OL= 1.33 5) Provide adequate drainage to prevent water ponding. 6) This truss ties been desicinCid for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. C 7543! U J I -n 7) ' This truss has been dessigned:for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0.0 Wide C- (7) will fit between the bottom chord and any other members. EXP. 031 2018 8) A plate rating reduction of 200,16 has been applied for the green lumber members. 9) WARNING: Required bearing size at joint(s) IR than input bearing greater size, 10) Provide mechanical corinr connection (by others) of truss to bearing plate capable of withstanding 526 1b uplift at joint K, 425 lb uplift at joint B, 1738 lb uplift at joint R and 458 Ito uplift at joint N. 11) This truss has been )"ZR" 01Zcm designed for a total drag load of 3000 lb with dead loads only. Lumber DOL=(1.33) Plate grip DOL=(1.3:3) -- :. Connect truss to resist drag loads along bottom chord from 0-0-0 to 36-5-8 for 82.3 pit. .. '0 12) Use USP THD26-2 (V)AIh '166 flails, into Girder & 10d nails into Truss) Ol'equivalent at B-1-8 from the loll end to connect trL!S!;(eS) to 1\IJgU,1A 17,2016 WARNING - Vorify design pvrarnatoro and READ NOTES ON MIS AND INCLUO15r) mmr.K RUCRIENC11 PAGE MII-7473 rov. 1010312015 BEFOPEUSC., 'osign I valid for use only .wAlh,'A'Takd conneclors. This design is based oi0i upon poromelers sh:,vn. and is for an individual bulkilng component rial a truss syslum. Before vs(j. Ihe bvildliig designef (nvsl varlty apPlicabilify of design carers III" and property IncorpGrale flits building design. Bracing indicolad 15 to rxevenl buckling a ricilviduot truss web and/or chord members o0/. Additional IL design into the overall is nriporals, and INoci')p peto:rmvni alwOYS requited for slabitily ofid lo prevent collapse vAin possliole po' aur cation, 31orotip, clelivery. orectfors and I)raclng of I monul inluiy and Propelly doniage, For general gvIdonce fogoidinf,, Ih C russes and Iwas systems. see ANS PIT Qualify Cilloilo, DSB-89 and SCSI Building Component SOMY 111101nicilon 0�ailab!e frr.o) fniss Pale Instilule, 218 N. Lee Sire SUile 312. A ­ndVVA223IA. 7171 G(ocnimck Len.) . ... ......... _­­ .. - I. r:iyps i logilf1l:!, ct Job 11008.047 r PLUS LUMBER CO, ANDERSON, (:A OOF SPECIAL GIRDER ...................._._.__._._._ .._._....... _ .,, _. . Ply i ftouscl?alk q 1'd•181i5I(3°i5 1i __-._............... _.... f_..__.__..3. 'Joq Itafr-rcncc.(optional) 8.010 s Apr 20'2016 Mi'1'ek Industries. Inc Wnh Aug 17 11:05:27 '2.,016 Page? ID:tl2jNWcZ13cVYXB07Tf6WLGyo,tyO(3-IdPCeIX-111011)'1W_OhRhn3slTGSfis263K o)NVVyn17.,,:: NOTES- (19) 13) Use USP JUS26 (IA4th 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 14-0.0 oc max. starting at 8-0-12 from the left end to 24-0-12 to connect tfl14S(eS) to front face of bullorn chord. 14) Use USP JUS28 (With 10d nails into Girder & 10d nails into Truss) of equivalent spaced at 2••0-0 oc max. starting at 10.0-12 born the loo end to 20-0.12 to connect truss(es) to front fare of t oltom chord. 15) Use USP HUS26-2 (With 16d nails into Girder & 16d nails into Truss) or equivalent at 12.2-8 from the left end to connect truss(es) to back face of I:,otlom 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 723 Ib down and 192. Ib up at 7-7-6 on bullorn choal. The design/selection of such connection device(s) is the responsibility of others. 19) WARNING: Engineering is v6id unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): (umber Increase=1.15, Plate Increase=1.15 Uniform Loads (plo Vert: A-0=-60, D-(;=-60,.G-H=-60, H -K=-60, 6-K=-20 Concentrated Loads (Ib) Vert: S 723(B) 2.:h :?7(B) 0=-1091(F) 0=-934(F) Y= -27(B) Z= -22(B) AA= -1831(F) AB= -943(F) AC=-179(F.i) AD= -997(1-) AE= -200(15) AF=••2'143(F=-'1045, 13-:-1103) AG= -1076(F) Al -1=437(F) AI= -932(F) AJ= -929(F) BUTTE COUNTY BUILDING DIVISION APPROVED .,�—..,__...-.�..o...._....................„..,..—__._vw..cx�•�.w:xaw,.:.,..u'rtu,ransn:s:zas['rA�:t�T.P;'P9,ltiR'.13�}Yc?'3:eriEE?�ii7�riv=L-t)._�_.--,� 1L _ _ WARNING • Vorffy doslgn purnmaliirs one READ NOTF.:1 ON )'HIS AND INCLUDED M1711'EI( REFERENCE PROF. M1711.7077 rev 10103/206 eEl ORF. USF Design vapid lar use.onty Wilh 1.silr 4R conneclors. Ihls design is based onh/ upon purarnelers shown,. and Is lot an Individu l bul'rfing cumpune.,I, not s•-•• `�+ a Irvss system. Bolure use, the bvBYing clesigner must ycAly the apppcabl5ly of clesign puronlelene and properly incorporate this dostlpn into the overuli building design. Brocing Indicoled is to provonl buckling of individual Truss web and/or chard members only. Addilional temporary and porrrcma:r,l bracing is aMroys regvfiud for slabiilly and pa prevent coltopsc vdth possiblo p,nrxcnol Injury and properly cdomage. for general guide' nce regarding !1)c; lobricallon, sfotogo. delivery, erectlon and bracing of busses and truss syslems, see ANSI/TPI( Quality Criivrla. DSB 89 and BCSt BVIlding Component 777Y Gronnback Lunn Saloly Inlormotlon avaLktble Irarit dross Plate Inslliule, 218 N. Lee Site-::!. Suite 312. Alexandria, V4 22314. —_._._._..___..._. ............ -........ ._..._.._..._...___—._�_.__._..,..._..._._. ' t Ciuio TIM Y _._� ._...---._.__._.._.. _.. --'-- - - -----..._.._._.........._......_.. .-- L...._._._..._ I:1e_BLs1: 4,4r•...:2.>>c'to J 4 BiBUTTE COUM ry LING CIVIBION APPFIOIFD SLI((1'1Mit Structural IJ&SigI'l Project: ftottschalk Residence Engineer: 1=1,Ka Design o'I:_ -,Seismic Mass and Seismic Load Development Area (ft) Weight (lbs) Roof 5086 91713 Roof Snow (10%) 0 0 Height (#t) Length (ft) Weight (lbs) Walls(ext) 9 ._356. 28836 W llls(int) ---•---•---- 9 200 — 5400 _ � Total 125949 ' Roof Area (ft2) Floor Area (ft2)Ultimate - — . Working 'Stress 5086 0 - 10412 7437 Roof Trib Line Shear (lbs) Shear (lbs) __Wall Line — Area (ft2) "Working Stress rho Total 1— 220 322 _ 1.30 41 2 1060 1550 1.30 2015 3 1.960 2866 1.30 3726 4 1.470 2150 1.30 2794 5 376 550 MG 71.5 A 1.940 2837 1.30 3688 l3 2.536 3708 1.30 482.1. C 610 892 1.30 1.1.61'i BiBUTTE COUM ry LING CIVIBION APPFIOIFD 4 Surnmit Structural Desig,;n Pro .jecl:: Rottschalk Residence Engrinee,r; RKB Design�oi: Lateral Force Summary Wind Seismic Wall Line Shear (lbs) Shear (lbs) Control 544 418 Wind 2 1706 201.5 Seismic 3 3905 3726 Wind 4 2545 2794 Seismic 5 901 7:15 Wind A 1536 3688 Seismic B 244:3 4821 Seismic C 12:33 1160 Wind BUTTE COUNTY BUILDIIV(3 DIVISION APPMOVED 1 BUTTE COUNTY t BUILDING DIVISION Summit Structural Design Project: Rotfschaik Residence Engineer. RKS - Design of _Shear' Wall f=raming Total ;Resistive Segment Segment tate;sl Wall Overall Resistive Aspect Gravity OT 0'f Righting Net Wall wed Length Load Edge Nail Length Length Ratio Load Height Mornent Moment M/D Line - -pbsl'__ Ift)_ (plf) - (in �- (ft) (ft) Factor (Ib/ft) --( ft) (ftPib)_ (ft -lb) (11)) 1-W. 5441 (i.00 91 6" 6.00 6.00 - 1.00 ISO 4893 7..'7(10 _.. 'i4o 1 -eq 418 fi 6.00" 70 6' 6,00 6.00 1.00 150 9 3764 2700 357 2-w 7:706 8.00 21"; (i" 8.00 8.00 1.•00 .1,50 9 .15354 4800 .1559• 2 -eq 20151 8.00 252 6" 8.00 8.00 1.00 150 9 18135 4800 .1907 3-w 3905 16.00 244 6" 8.00 8.00 1.00 7.50 9 17574 4800 1837 i3 eq 3726 16.00 23 6" 8.00 8.00 1.00 150 9 16766 480 1736 4-w 2.545 12.00 212 6" 12.00. 12.00 1.00 150 9 .22909 10500 1369 4 -eq 2794 ? 12.00 233 6" 12.00 12.00 1.00 150 9 251.49 10800 1556 5-W '901 6,00 150 6" 6.00 6.00 1.00 150 9 8105 2700 108.1 5 -eq 71.5 6.00 119 6" 6.00 6.00 1.00 ISO 9 6433 2700 802. 6:12 A -w 1536 i 12.00 128 6" 12.00 12.00 1.00 150 9 13827 1.0800 A -eq 3688 ; 12.00 307 4"" 12.00 12.00 1.00 ISO 9 33190.. 10800 27.25 13'•W 2443' 17.00 1.44 6" 3.00 3.00 1.00 Iso 9 :3880 6'75 8 -eq 482:1 17.00 284 3" 3,00 3.00 0.67 7.50 9 7656 6* 6 C -w 1233 6.00 206 6" 3.00 3.00 1.00 ISO 9 5550 67S 1.71[1 C -eq 1160 6.00 193 4"' 3.00 3.00 0.67 ISO 9 527.8 675 1604 BUTTE COUNTY t BUILDING DIVISION BUTTE COUNTY BUILDING DIVISION APPROVED Su ryi m it. Structu ra 1. DF_!sign Project: F;clttschalk Residence Engineer: hk;B Design of : lateral Drags Lateral Overall Shear per Length to Drag Drag Wall Load Length Foot be dragged . Load Type Line _ (lbs) -_ (ft) (plf) (ft) (lbs) if applicable 1-w 544 22.0 24.7 16.0 395 A 1 -eq,. 523 22.0 23.8 16.0 380 A 2-w . F 1706 64.0 26.7 36.0 960 A 2 -eq 1 2519 64.0 39.4- 36.0 11117 A 3-w 3905 64.0 61.0 24.0 1465 A 3 --eq 4657 64.0 72.8 24.0 1,746 B 4--w 2545 48.0 53.0 36.0 1.909 B 4 -eq 3493 48.0 72.8 29.0 2110 B 5-w 901 27.0 33.4 21.0 700 A 5 -eq ; 893 27.0 •33.1 21.0 695 A A -w 1.536 86.0 17.9 68,0 1.2.15 A "k A --eq 4610 86.0 53.6 68.0 3645 I� B -w 2443 99.0 24.7 18.0 444 A B- eq 6026 99.0 60.9 18.0 1096 A ` &W 1.233 37.0 33.3 19.0 633 A s &eq 1449 37.0 39.2 19.0 744 A BUTTE COUNTY BUILDING DIVISION APPROVED MINIMUM REQUIREMENTS - NEW CONSTRUCTION, U.NARECEIVEO JOB #: 080116-ROTTSCHALK (LS) #2689 SEP 2 U 2016 WALL INSULATION: Q R-21 INSULATION @ GARAGE, DEMISING WALLS: 'M"DASSOCIATES WINDOWS: LOW E, NONMETALLIC FRAME, MAXIMUMS= U -FACTOR @ 0.30, SHGC @ 0.23 (MILGARD STD. VINYL) ATTIC INSULATION: Q R-38 SECTIONAL GARAGE DOOR TO HAVE INSULATION @ R-6.4 MIN. WATER HEATER, 50 GAL. OR LESS W/ EF MIN. @ 0.62: a . DUCT (HVAC) INSULATION: 0 R -8 - HVAC: HEATING, FAU: a @ 94% COOLING: FX—] 14 SEER COOLING: 0 12.2 EER 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. INFORMATION ONLY BUTT COUNTYNOT FOR SUBMITTAL s .x BUILDING DIVISION AoVED TR +Associates Agency: County of Butte TRB+ Project Number 16.054.139.1 Initial Plan Review Page 1 of 4 RECEIVED Date: October 3, 2016 OCT 12 2016 To: Gareth Munoz Email: garethmunoz@gmail.com TRB AND ASSOCIATES .(via email) Cc: Philo Hunt, Amber Franzino, Nancy Springer, Deborah DeBrunner; Jordan DeBrunner, Curtis Johnson, Carrie Gomez Email: Phunt(cDbuttecounty.net; AFranzino(a@buttecounty.net, nspringere-buttecounty.net; ddebrunner(a)_buttecounty.net; net; Johnson(a).buttecounty.net; cgomez aa..buttecounty.net (via email) RE: Plan Review for: Rottschalk Residence Project Address: 619 Walnutshire Lane, Chico Agency App. No.: B16-2068 TRB+ Project No.: 16.054.139.1 At the County of Butte's request, TRB + Associates has completed its plan review for the project listed above. Please see the section entitled "FOREWORD" on the following page for information on the scope of the review, instructions on how to resubmit, and contact information for your project. ' The following documents were received for review:' E � BUTTE UNTY Plans: (2 sets) Sheets dated 08/05/16: SN, SD1, SD2 Sheets dated 08/16/16: 4 & 5 OCT 07-2616 Sheets dated 08/17/16: 1, 2 & 3 DEVELOPMENT SERVICES Structural Calculations: (2 copies) R. Burdette, dated 08/16/16 Truss Calculations: (2 copies) MiTek Engineering, dated 08/12/16 Energy Calculations: (2 copies) M. Ramirez, dated 08/03/16 Other: (1 copy) 2013 - Low Rise Residential Mandatory Measures Summary (1 copy) Minimum Requirements List - New Construction, U.N.O (2 copies) Truss Review Letter, MiTek Engineering, dated 08/17/16 (2 copies) Truss Review Letter, R. Burdette, dated 08/18/16 Plan review comments are listed on the following pages Sincerely, , TRB + ASSOCIATES, INC. f Nicholas Ho " ICC Certified Plans Examiner " TRB + Associates, Inc. BUILDING SOLUTIONS 3180 Crow Canyon Place + Suite 216 + San Ramon, CA 94583 for MUNICIPALITIES T 925 866.2633 F 925 790.0011 av www.TRBp/us.com Z a- Cn 'JV. CL' Agency: County of Butte TRB+ Project Number: 16.054.139.1 PROJECT DATA Occupancy Group: R -3/1J Type of Construction: VB Number of Stories: One Conditioned Floor Area (s.f.): 2,689 Garage (s.f.): 866 Covered Patio (s.f.): 824 Fire Sprinkler System: Yes Valuation: - FOREWORD ■ This plan review is only for the purpose of evaluating compliance with the provisions contained in the 2013 CBC, 2013 CPC, 2013 CMC, 2013 CEC, 2013 CRC, 2013 Green Building Standards Code, 2013 Energy Code, and County of Butte Ordinances. Please note that our review does not encompass provisions regulated and enforced by Planning, Engineering, Public Works, Health Departments; or other authorities outside the jurisdiction of the Building Department. ■ Please address all of the following items and return a copy of this list, along with a response sheet, indicating the location of all required changes to the plans, specifications and/or calculations. Be as specific as possible in your responses so that we may expedite your recheck. ■ If any changes have been made to the plan documents unrelated to those items identified in this comment list, please list the changes on a separate sheet and include in your resubmittal documentation. ■ Please submit two (2) complete revised sets of plans and plan documents, wet stamped and signed by the Architect and/or Engineer of Record, to: County of Butte Department of Development Services 7 County Center Drive Oroville, CA 95965 OR TRB + Associates, Inc. Attention: Todd Bailey 3180 Crow Canyon Place, Suite 216 San Ramon, CA 94583 ARCHITECTURAL COMMENTS Review performed by: Nicholas Ho Sheet 1 Al. Please clarify the use of the room directly through the garage separation door. It is currently labeled Hall Bedroom #3. Please note that openings from garages directly into bedrooms are not permitted. CRC Section R302.5,1 Sheet 5 A2. Please provide a smoke and carbon monoxide alarm outside of and in the immediate vicinity of Bedroom #2 per CRC Section R314.3 & R315.1.4. Note that it shall not be within 36 inches of the whole house fan. CRC Section R314.3.3 (29.8.3.4)(6) Page 2 of 4 TRB+ O Agency: County of Butte TRB+ Project Number: 16.054.139.1 MECHANICAL COMMENTS M1. The distance from the attic access to the FAU shall not exceed 20 feet measured along the center line of the passageway. Please verify the current layout meets this requirement. CMC Section 904.10.1 PLUMBING COMMENTS No comments noted. ELECTRICAL COMMENTS E1. Please provide a receptacle in the hallway outside of the Recreation Room. CEC Article 210.52(H) ENERGY COMMENTS No comments noted. GREEN BUILDING COMMENTS No comments noted. FLOOD ZONE COMMENTS No comments noted. WILDFIRE EXPOSURE CONSTRUCTION REQUIREMENTS No comments noted. STRUCTURAL COMMENTS Review performed by: Todd Bailey, PE Sheet 1: S1. Per Note 2 under FLOOR PLAN STRUTURAL NOTES interior bearing walls are 2x6 @16" o.c. Please indicate on plan with legend where these interior bearing walls are located. Sheet 3: S2. S3. For the girder truss E04D (that runs over the covered porch/Bedroom#2/Bedroom3), truss calculations assume three supports while the plan shows four supports. Extra interior support may not be acceptable for the truss. Please either remove the 4x6 post shown between Covered Porch and Bedroom #2 or revise truss calculations to show 4 supports. Lateral calculations assume only one interior line of resistance in the Left -Right direction (gridline B, page 5 of calculations), with 22' total length of shear walls to resist the demand. However, these shear walls do not at all fall in one line and only 17' (8' + 3' + 3' + 3") total length of shear walls appears to be shown . Please verify the total length and provide 5 more feet of shear wall to match the calculations. Provide collectors/drags along all lines containing these shear walls. Also specify boundary nails along these collectors. Page 3 of 4 TRB+. Agency: County of Butte TRB+ Project Number: 16.054.139.1 Structural Calculations S4. Page 6: please justify the use of p=1.0. Please note that per ASCE 7-10 Section 12.3.4.2, for structures assigned to Seismic Design Category D, p shall equal to 1.3 unless one of the two conditions specified in the Section is met. It appears that condition b would require a total length of shear walls of at least 18' (based on the calculations of 2 bays: the length of shear wall divided by the story height (9')) on each side of the structure. Please verify and revise calculations and drawings as necessary. S5. Page 10: Please verify the height of structure (13' as indicated) in the calculations of wind loads on different zones. Please verify if the height for zones A and C should be based on the eave height of 9' and for zones B and D, the height should be measured from the eave to the ridge. Revise calculations as needed. [END] Page 4 of 4 Q TR+ -�J --�-�- Summit Structural Design g 383 Rio Lindo Avenue, Suite 200, Chico, California 95926 p. (530) 592-4407 www.summitchico.com August 18, 2016 RECEIVED RE: Rottschalk Residence, 619 Walnutshire Lane, Chico, CA SEP 2 0 2016 To Whom It May Concern: - TRS AND ASSOCIATES I have reviewed the truss calculations by Systems Plus dated 8-17-16 and have found that the trusses appear to be designed in accordance with the general design concept of the structural documents dated 8-05-16. The specific design shall remain the responsibility of the engineer who has sealed the calculations. Sincerely, Ryland Burdette, P.E. 4 P , EDyeG`�c' qo� y C 88 m EXP. I� PERMIT # BUTTE COUNfiV DI;IllB�MNfi€RVIO S ` REVIEWED FOR C D IPLIANCE DATE 1 , � V —BY , BUTTE COUNTY (SEP 16 2016 DEVELOPMENT SERVICES G . _ pµa�sCE 1B to LYNN SMITH,' L Zulu RESIDENTIAL DRAFTING TRS ANDAS � 199 Sycamore Valley Road SOCIA, �., Chico, California 95973 7/13/2016 BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES 7 County Center Drive Oroville, CA 95965 RE: Plan Check Rottschalk Residence Building Permit Number: B16-2068 Plan Check #1 TRB+ PROJECT No: 16.054.139.1 In response to your letter dated October 3, 2016, we are submitting the following: ARCHITECTURAL COMMENTS , Al — Room label from Bedroom#2 somehow go copied to this location. Obviously wrong. It is a Hallway and only labeled Hallway. Page 1. A2 — Added smoke/c.o. alarm outside Bedroom #2. Page 5. ti MECHANICAL COMMENTS M1 — Good catch. Moved location of attic access. ELECTRICAL COMMENTS E1 — Provided electrical outlet near the Recreation Room, in Hallway. STRUCTURAL COMMENTS All by others, but included on plan. Included with this re-submittal are two copies of the plans. My changes have also been highlighted on the attached 8'/z' x 11" copies of the plan. Sincerely, LYNN SMITH . BUT-TE-C—GUNTv BEVELOP SCRVIFiES.....__—. . BUTTE REVIEWED FOR COUNTY Q I VO � r" LI A S C E DA R) Yl— OCT 0 7 2016 '� d eY �C DEVELOPMENT SERVICES RIG-aO6g rl r RECEIVE® SEP 2 0 2016 iTek TRB AND ASSOCIATES MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: 1608-047 PERMIT # CJS l7 11 Fax 916/676-1909 8U L 1 IES Rottschalk REVIEWED �Rw�v C ®E V J IA� F PLIA V E DATE L BY 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: R48161655 thru R48161655 My license renewal date for the state of California is Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. • BUTTE COUNTY OQROFES8/pNgl �' SEP 16 2016 TE00OS F� FC: DEvELoPmENT W wP C 75435 m . SERVICES M * EXP. 03/31/2018 *. sT�T C/VI-�o���P ' i ' August 17,2016 REVIEWED Eduard, Teodosescu - FOR CODE COMPLIANCE., � IMPORTANT NOTE: Truss Engineer's responsibility is solely for, O V T 19 2016 design of individual trusses based upon design parameters shown" on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is TRB AND ASSOCIATES for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, Q per ANSUTP1-1, Chapter 2. IJob Truss H Truss Type NAILED Qty Ply Rottschalk 6x6 NAILED 2x4 II 3x8 = 5x8 3x4 D NAILED E 6.00 12 F S -T >999 240 R48161655 11808-047 E04D C, ROOF SPECIAL GIRDER C 1 3 J e B Rep Stress Incr 0 K � to Horz(TL) 0.01 N n/a n/a Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA T AA SAB AC AD RAE AF 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Aug 17 11:05:26 2016 Page 1 P AH O At AJ N M L 4x8 = 4x8 = 3x5 II 7x8 = JUS28 4x8 = I D:tl2jNWczPcvYXB07Tf8WLGyowOG-QZrgRP WMOQZkNMPC7kAYZepIX2PT7csJ5vuFf3ymz_t I —2-0-0 4-0-15 7-7b 11-8-2 15-10.10 19-116 I 244-12 28-2-13 32-0-15 36-5-8 2-0-0 4-0-15 3-0-7 4-0-12 4.2-8 4-0-12 'N 3-10-1 3-10-1 44-9 Scale = 1:65.1 5x6 = LOADING (psf) BUTTE COUNTY H 2-0-0 NAILED DEFL. in (loc) I/defl Ud PLATES GRIP 6x6 NAILED 2x4 II 3x8 = 5x8 3x4 D NAILED E 6.00 12 F S -T >999 240 I 3x4y Z C, 3x4 C Vert(TL) -0.07 S -T >999 180 J e B Rep Stress Incr 0 K � to Horz(TL) 0.01 N n/a n/a BCDL 10.0 c� T AA SAB AC AD RAE AF QAC' P AH O At AJ N M L 4x8 = 4x8 = 3x5 II 7x8 = JUS28 4x8 = 3x5 II 6x8 =7x8 = JUS26 4x8 = 4x5 = 3x5 II NAILED JUS28 JUS28 BRACING - JUS26 JUS26 TOP CHORD 2X4 DF No.l &Btf G THD26-2 JUS26 JUS28 JUS28 Structural wood sheathing directly applied or 6-0-0 oc purlins. Special NAILED HUS26-2 Rigid ceiling directly applied or 6-0-0 oc bracing. LOADING (psf) BUTTE COUNTY SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.02 S -T >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.33 Vert(TL) -0.07 S -T >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.58 Horz(TL) 0.01 N n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH Weight: 715 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.l &Btf G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x8 DF SS BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4 OF Stud/Std G REACTIONS. All bearings 0-5-8 except Qt=length) R=0-3-9 (input: 0-3-8). (lb) - Max Horz B=131(LC 39) Max Uplift All uplift 100 Ib or less at joint(s) except K=-526(LC 20), B=-425(LC 8), R=-1738(LC 8), N=458(1 -C 9) Max Grav All reactions 250 Ib or less at joints) except K=446(LC 25), B=1973(LC 27), R=10020(LC 27), N=4070(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-3672/760, C -D=-2917/665, D -E=221/1549 E -F=-221/1549 F -G=-1440/166 G -H=-271/807, H-1=49/890, I -J=-403/1013, J -K=-800/1097 BUTTE COUNTY BOT CHORD B -T=-723/3240, S -T=-723/3240, R -S=-549/2421, Q -R=-215/448, 0-0=-223/457, N -O=-129/1501, M -N=-766/165, L -M=747/412, K -L=-985.(681 BUILDING DIVISION WEBS C -T=55/556, C -S=-764/167, D -S=734/3938, D -R=-49311009, E -R=-366/172, F -R=2881 /284, F-0=0/1 160, F -O=-258/1402, G -O=-110/1619, G -N=-2560/294, H -N=-941/108, I -N=-360/268, J -M=-460/117 APPROVED p p R OVE D NOTES- (19) 1) 3 -ply truss to be connected together with IOd (0.131'x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; Lumber DOL=1.33 plate grip DOL=1.33 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) WARNING: Required bearing size at joint(s) R greater than input bearing size. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 526 Ib uplift at joint K, 425 Ib uplift at joint B, 1738 Ib uplift at joint R and 458 Ib uplift at joint N. 11) This truss has been designed for a total drag load of 3000 Ib with dead loads only. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 36-5-8 for 82.3 pit. 12) Use USP THD26-2 (With 16d nails into Girder & 10d nails into Truss) or equivalent at 6-1-8 from the left end to connect truss(es) to P�pFESS/pN IE DD J UJ G 754.35 C: rn EXP. 03/3112018 OF August 17,2016 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component. not �• a truss system. Before use, the building designer must 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 �iT®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems- see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Sally Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Suite 109 Citrus He! his. CA 95610 Job Truss Truss Type Ory Ply Rottschalk R48161655 1608-047 E04D ROOF SPECIAL GIRDER 1 3 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Aug 17 11:05:27 2016 Page 2 ID:tl2jNWczPcvYX807Tf8WLGyowOG-uIPCeIX_mjhb7W OhRhn6sLTGSIis26SKZepNWymz_s NOTES- (19) - 13) Use USP JUS26 (With 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 14-0-0 oc max. starting at 8-0-12 from the left end to 24-0-12 to connect truss(es) to front face of bottom chord. 14) Use USP JUS28 (With 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 10-0-12 from the left end to 20-0-12 to connect truss(es) to front face of bottom chord. 15) Use USP HUS26-2 (With 16d nails into Girder & 16d nails into Truss) or equivalent at 12-2-8 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 723 Ib down and 192 Ib up at 7-7-6 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 19) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-60, D-G=-60, G-H=60, H-K=-60, B-K=-20 Concentrated Loads (lb) Vert: S=-723(B) D=-27(B) 0=71091(F) 0=-934(F) Y=-27(B) Z=-22(8) AA=-1831(F) AB=-943(F) AC=-179(B) AD=-997(F) AE=-200(8) AF=-2148(F=-1045, B=-1103) AG=1076(F) AH=-937(F) AI=932(F) AJ=929(F) ' r BUTTE COUNT BUILDING DIVISION • 'APPROVED ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTekO connectors. This design is based only upon parameters shovm, 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 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 sys'ems, 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 his, CA 95610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3 Center plate on joint unless x, y /4 offsets are indicated. 6-4-8 dimensions shown in ft -in -sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss 1 2 3 I. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X -bracing, is always required. See BCSI. 1 0' /16�� c1-2 c2-3 2. Truss bracing must be designed by an engineer. For lateral 4 Ou 33 ;XZ czo N4 wide truss spacing, individual braces themselves may require bracing, or alternative Tor Io O 3. Never exceed the design loading shown and 0- �° U stock materials on inadequately braced truss 00 ` 4. Provide copies of this truss design to the buildi ^ c2 a c6-2 cs 6 O 0 For 4 x 2 Orientation, locate designer, erection supervisor, property owner BOTTOM CHORDS plates 0-'n6' from outside all other interested parties. v edge of truss. 8 7 6 5 5. Cut members to bear tightly against each othgra Q 6. Place plates on each face of truss at each ■1� L This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint 0 required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. =) J connectorlates. p THE LEFT. 7. Design assumes trusses will be suitably protectomo5 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. `Plate location details available in MTek 20/20 software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC -ES Reports: use with fire retardant, preservative treated, or green lumber. .The first dimension is the plate 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 ESR -131 1, ESR -1352, ESR 1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER -3907, ESR -2362, ESR -1397, ESR -3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION - 12. Lumber used shall be of It ie 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 of 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or 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/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information,':�� 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI I Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 Systems Plus Lumber 1800 S. Barney Rd. Anderson, CA 96007 (530) 378-6800 (530) 365-5903 fax Trusses & Pre Manufactured Wall Panels systplus@systplus.com www.systplus.com BUTTE COUNTY SEP 16 2016 INSPECTION AGENCY Timber Products Inspection, Inc 105 S.E. 124`h Avenue Vancouver, WA 98684 Tel: (360) 449-3138 Fax: (360) 449-3953 DEVELOPMENT �j�rn �rn� SERVICES fir// 1!/ lY *This engineering is valid ONLY for trusses manufactured by Systems Plus Lumber Co. * RECEIVE® SEP 2 0 2016 A OCIATES ICC ES Report ESR -131 1 & ESR 1988 IAS Certified Inspection No. AA -702 Fabrication in compliance with 2013 CBC SECTION 2303.4.2 IBC/IRC 2012 SECTIONS (2303.4/R802.1 Oroof/R502.1 1 floor) TRUSS ENGINEERING LAYOUT YES On NO ❑ Standard Trus., Detail Title Detail #! =Included Gable End 85 Wind B REVIEWED ( I Gable End 110 Wind B IA Gable End 110 Wind C I B Hat Truss over 6/12 2 14t1^p Hat Truss under 6/12 2B Web BracingDetails 3 ✓ Valle Fill Frames 4 ✓ Open Face Jacks 5 ✓ Toe nail 6 ✓ Bearing Block 3.5 7 BearingBlock 5.5 7A Floor 8 Dbl T/C Notching9 14VAC 10 Truss Data 11 ✓ Purlin Gable 12 BCSI at wwwsbcindust �.cnm _BCSI-B1 Summary_Sheet at www.sbcindustry.enm e 08/12/2016 Customer Rottschalk Project Location Chico, CA NOTE Revision(s) nrT , J `0' TRB AND ASSOCIATES PRIOR TO ERECTING TRUSSES, READ TRUSS DATA SHEET AND BCSI-Bl SUMMARY SHEET GUIDE FOR HANDLING, INSTALLING NOTE AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES LO O Systems Plus Job Number 1608-0VOR CODE MAfiPi 14t1^p e 08/12/2016 Customer Rottschalk Project Location Chico, CA NOTE Revision(s) nrT , J `0' TRB AND ASSOCIATES PRIOR TO ERECTING TRUSSES, READ TRUSS DATA SHEET AND BCSI-Bl SUMMARY SHEET GUIDE FOR HANDLING, INSTALLING NOTE AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES LO O MiTek USA, Inc. 7777 Greenback Lane, Suite 109. Citrus Heights, CA 95610 Telephone 916-676-1900 Fax 916-676-1909 May 14, 2015 Systems Plus Lumber Co. 1800 S. Barney Rd. Anderson, CA 96007 Dear Customer, The connection of the top chord of the open end jacks from the California hip system to the flat top chord section of the hip truss with two 16d toenails can be regarded as effective lateral bracing -for the flat section of the top chord of the hip truss. Nails may be installed from the end jack to the hip truss or from the hip truss to the end jack or a combination of the two. If you have any questions, please contact me at 1-800-772-5351. Sincerely, Marcos A. Hernandez, P.E... Senior Engineer Western Engineering Operations BUTTE COUNTY BUILDING DIVISION APPROVED DETAIL FOR COMMON AND END JACKS MIUSAC - 5.-40PSF 3/30/2004 PAGE 1 'J �t LAY .Nil MAX LOADING (psi) IS 2-0-0 I BRACING I MRek Industries, Inc. TCU 40.0 P18Ie8 Increase 1.15 Western Division TCDL 14.0 Lumber Increase 1.15 TOP CHORD Sheathed. BCLL 0.0 Rep Stress Incr YES BOT CHORD Rigid ceiling directly applied. MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 SPF 145OF 1.3E BOT CHORD 2 X 4 SPF 145OF 1.3E NOTE: TOP CHORD PITCH: 3/128/12 BOTTOM CHORD PITCH: 0/12-4/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. LENGTH OF EXTENSION AS DESIGN REQ'D 20'-0" MAX SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22" LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE W/ (.131"X3.0" MIN) NAILS Q 3" O.C. 2 ROWS 8.0-0 SUPPORT AND CONNECT 01 N BY OTHERS OR 2-16d COMMON WIRE (0.162"DIA. X 3.5') LGT TOENAILS SUPPORTS SHALL BE PROVIDED @ 4'-0" O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. W/3 led COMMON WIRE (0.162"DIA. X 3.5" LGT) TOE NAILS CONN. W/216d COMMON WIRE (0.'16T DIA. X 3.5" LGT) TOE NAILS 6-0 BUTTE COUNTY 6-0.0 BUILDING DIVISION ----- �° ° --- 2� APPROVE 2-0-0 EXT. EXT. 2.0.0 EXT. 2.0-0 2.0.0 1:::.• CONN. W/3 16d COMMON WIRE (0.162-DIAX 3.6" LGT) TOE NAILS SBOTTOM CHORD LENGTH MAY BE 2'-W MN \ 3X4 = OR A BEARING BLOCK. CONN. W/216d COMMON WIRE(0.162"OIA X 3.5") LGT TOE NAILS OR SEE DETAIL MIUSAC-7 FOR 2-0-0 PRESSURESLOCKING INFO. 8.0.0 NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES N07 SPLIT. SEP 0 1 20'. WARNING . V'.IYj das(gn parameters and READ NOTES ON IMS AND INCLUDED MITE)[ REFERENCE PAGE AW -7473 BVIOR6 DS& Design valid. for use only with Mifek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Appgccr of design paramenters end proper incorporation of component Is responsibility of building designer - not buss designer. Bracing shown Is lar btera support of Individual arab members only. Additional temporary brocurg to Insure stability during construction b the raspansbgBly of [he areclw. Addllional permenenl bracing of the overall structure is the responsiblUly of the building designer. For general guidance regarding fabrication, qualify control storage. delivery. erection and bracing, consull ANSI/TPII Quality Criteria, DSB-89 and 11CS11 Bunding Component Safety Information available from Truss Plole Institute. 583 D'Onofrto Drive, Madlson. V41 53719. 7777 Greenback Lane Stifle 109 Citrus Heights, CA, 9561 ■wBfferLe FEbRUAriY 14, 2012 TRUSSED VALLEY SET DETAIL I ST-VALLEY2 A (BEVELED BOTTOM CHORD) 0 00 0 0o GABLE END, COMMON TRUSS u -u In OR GIRDER TRUSS MiTek USA, Inc. This with 1 2x3 MiTek USA, Inc. Page 1 of 1 NOTE: VALLEY STUD SPACING NOT TOTAL TOP CHORD LOAD = 65 PSF (MAX) TO EXCEED 48" O.C. SPACING D.O.L. INC = 1.15 ASCE 7-98, ASCE 7-02, ASCE 7-05 (MWFRS) 110 MPH WIND ASCE 7-10 (MWFRS) 140 MPH WIND GABLE END, COMMON TRUSS OR GIRDER TRUSS 13 12 11 10 BEVEL VALLEY BEVEL VALLEY TRUSS TRUSS BEVEL VALLEY TRUSS x TOE - NAIL VALLEY TO TOE - NAIL VALLEY TO BASE TRUSS W/ BASE TRUSS W/ ( 2 ) 16d TOE NAILS 1�1( 2 ) 16d TOE NAILS DETAIL A I (BASE TRUSSES SHEATHED) 1. INSTALL BASE TRUSSES. DETAIL B (NO SHEATHING) 2. DETAIL A, APPLY SHEATHING TO TOP CHORD OF SUPPORTING TRUSSES. DETAILS B 8 C, VALLEY TRUSSES MAY PROVIDE BRACING. BASE TRUSSES MUST BE DESIGNED FOR PURLIN SPACING EQUIVALENT TO VALLEY TRUSS SPACING (NOT TO EXCEED 24" O.C.). 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL A, B, OR C ABOVE. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 5. ALL NAILS TO BE (0.131" X3-1/2") NOTE: FOR VALLEY TRUSSES BUILT WITH 2x3 LUMBER, BASE TRUSSES ARE NOT TO EXCEED AN 8/12 PITCH AND VALLEY TRUSSES BUILT WITH 2x4 LUMBER OR LARGER, BASE TRUSSES ARE NOT TO EXCEED AN 12/12 PITCH SECURE VALLEY TRUSS W/ USP RT7 OR EQUIVALENT DETAIL C (NO SHEATHING) BUTTE COUNTY BUILDING DIVISION APPROVE® 11 II 11 II 1 11 II 0 II II ❑ II I n u u u u II II 11 II II II 1 11 II 11 II 11 -- 11--- u I II 11 11 II II I II I� II II II II I 1� � II II it II II 11 II II II 11 II II I II II �1 I I II II II I II 1 11 I II 11 jl II II II 1 II II II 11 II II II I I II II II I� II II II 1� II II I� II I BASE TRt VALLEY ( 24" TRUSS O.C. ) TYPICAL TYPICAL i VALLEY TRUSS TYPICAL 5 (24" O.C.) \ GABLE END, COMMON TRUSS OR GIRDER TRUSS 13 12 11 10 BEVEL VALLEY BEVEL VALLEY TRUSS TRUSS BEVEL VALLEY TRUSS x TOE - NAIL VALLEY TO TOE - NAIL VALLEY TO BASE TRUSS W/ BASE TRUSS W/ ( 2 ) 16d TOE NAILS 1�1( 2 ) 16d TOE NAILS DETAIL A I (BASE TRUSSES SHEATHED) 1. INSTALL BASE TRUSSES. DETAIL B (NO SHEATHING) 2. DETAIL A, APPLY SHEATHING TO TOP CHORD OF SUPPORTING TRUSSES. DETAILS B 8 C, VALLEY TRUSSES MAY PROVIDE BRACING. BASE TRUSSES MUST BE DESIGNED FOR PURLIN SPACING EQUIVALENT TO VALLEY TRUSS SPACING (NOT TO EXCEED 24" O.C.). 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL A, B, OR C ABOVE. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 5. ALL NAILS TO BE (0.131" X3-1/2") NOTE: FOR VALLEY TRUSSES BUILT WITH 2x3 LUMBER, BASE TRUSSES ARE NOT TO EXCEED AN 8/12 PITCH AND VALLEY TRUSSES BUILT WITH 2x4 LUMBER OR LARGER, BASE TRUSSES ARE NOT TO EXCEED AN 12/12 PITCH SECURE VALLEY TRUSS W/ USP RT7 OR EQUIVALENT DETAIL C (NO SHEATHING) BUTTE COUNTY BUILDING DIVISION APPROVE® i I MARCH 12, 2009 WEB BRACING RECOMMENDATIONS ST-WEBBRACE Ey:100 0 00 0 00 L=11 MiTek USA, Inc. 0 MiTek USA, Inc. Page 1 of 1 .Bay size shall be measured in between the centers of pairs of diagonals. TYPE MAXIMUM TRUSS WEB FORCE (lbs.)(See note 7) BRACE BAY SIZE 24"O.C. 48"O.C. 72" O.C. 1 X 4 IND. 45 SP 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2%OF THE WEB FORCE. BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE A B C ( D A B C D C D 1 6 0 886 1886 2829 w:s. 3143 3143 4715 `t. - 12'-0" 1342 1572 1572 2358 4715 7074 14'-0" 11 50 1 3 47 t 47 3 2021 WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE —sb6nduslry.com and www.Ipinst.org D 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. ^a'�. a, TABULATED VALUES ARE BASED ON A DOL. = 1.15 16'-0" 1006 1179 1179 1768 2358 2358 3536 18'-0" 894 1048 1048 1572 :' 1886 1886 2829 3143 4715 20'-0" 805 943 943 1414 .Bay size shall be measured in between the centers of pairs of diagonals. TYPE BRACING MATERIALS GENERAL NOTES ',. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL. 1 X 4 IND. 45 SP 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2%OF THE WEB FORCE. A -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS 1 X 4 #2 SRB (DF, HF, SPF) AT APPROX. 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS W ITH 2.8d (0.131-Q2.5.) FOR 1x4 BRACES, 2.104 (0.131"x3') FOR 2x3 and 20 BRACES, AND 3.104 (0.131"x3') FOR 2x6 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d (0.131'X2.5') NAILS FOR 1.4 LATERAL BRACES, B 2 X 3 #3, STD, CONST (SPF, DF, HF, OR SP) 2-10d (0.131-x3') NAILS FOR 2x3 and 20 LATERAL BRACES, AND 3.10d (0.131'x3') FOR 2x6 LATERAL BRACES. 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING. CONSULT C 2 X 4 #3, STD, CONST (SPF, DF, HF, OR SP) DSS -89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCSI 1 GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING 8 BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE —sb6nduslry.com and www.Ipinst.org D 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. a, TABULATED VALUES ARE BASED ON A DOL. = 1.15 FOR STABILIZERS: FOR A SPACING OF 24' O.C. ONLY, MITEK.STABILIZER' TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A, B, C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE *STABILIZER* TRIMS RRAr..INr INCTAI I ATInN (;I IInF Awn PAnn11f.T CPFr1F1l`A—w TRUSS WEB MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability of the overall roof system. The method shown here is just one method that can be used to provide stability against web buckling. CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) BUTTE couNrY BUILDING DIVISION APPROVED March 4,'2013 T -BRACE / I -BRACE DETAIL ST - T -BRACE =00 Q - MiTek USA, inc. Page 1 of 1 Note: T -Bracing / 1 -Bracing to be used when continuous lateral bracing 0 0o is impractical. T -Brace / I -Brace must cover 90% of web length. QNote: This detail NOT to be used to convert T -Brace / I -Brace MiTek USA, Inc. webs to continuous lateral braced webs. Nailing Pattern T -Brace size Nail Size Nail Spacing 1x4 or 1x6 10d 8" o.c. 2x4 or 2x6 or 2x8 16d 8" o.c. Note: Nail along entire length of T -Brace / I -Brace (On Two -Ply's Nail to Both Plies) WE Nails Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1 x4 (') T -Brace 1 x4 (') I -Brace Nails Web I -Brace Nails BUTTE COUNW BUILDING DIVISION APPROVED T -Brace / I -Brace must be same species and grade (or better) as web member. (") NOTE: If SP webs are used in the truss, 1x4 or 1x6 SP braces must be stress rated boards with design.values that are equal to (or better) the truss web design values. For SP truss lumber grades up to #2 with 1 X_ bracing material, use IND 45 for T-Brace/1-Brace For SP truss lumber grades up to #1 with 1X_ bracing material, use IND 55 for T-Brace/I Brace 4 2x6 1 x6 (') T -Brace 2x6 I -Brace 2x8 2x8 T -Brace 2x8 I -Brace Nails Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing SPACING Web Size 1 2 \\—A 2x3 or 2x4 2x4 T -Brace 2x4I-Brace 2x6 2x6 T -Brace 2x6 I -Brace 2x8 2x8 T -Brace 2x8 I -Brace Nails Web I -Brace Nails BUTTE COUNW BUILDING DIVISION APPROVED T -Brace / I -Brace must be same species and grade (or better) as web member. (") NOTE: If SP webs are used in the truss, 1x4 or 1x6 SP braces must be stress rated boards with design.values that are equal to (or better) the truss web design values. For SP truss lumber grades up to #2 with 1 X_ bracing material, use IND 45 for T-Brace/1-Brace For SP truss lumber grades up to #1 with 1X_ bracing material, use IND 55 for T-Brace/I Brace 4 JANUARY 1, 2009 L -BRACE DETAIL ST - L -BRACE OO ® MiTek USA, Inc. Page 1 of 1 =00 0 00 a 00 a MiTek USA, Inc. Nailing Pattern L -Brace size Nail Size Nail Spacing 1x4 or 6 10d 8"'o.c. 2x4, 6, or 8 • 16d 8" o.c. Note: Nail along entire length of L -Brace (On Two -Ply's Nail to Both Plies) WE Nails Note: L -Bracing to be used when continuous lateral bracing is impractical. L -brace must cover 90% of web length. L -Brace Size for One -Ply Truss Web L -Brace must be same species grade (or better) as web member. BUTTE COUNTY BUILDING DIVISION APPROVED Specified Continuous Rows of Lateral Bracing Web Size 1 2 • 2x3 or 2x4 1 x4 2x6 1x6 2x8 2x8 "«* DIRECT SUBSTITUTION SPACING NOT APLICABLE. L -Brace Size for Two -Ply Truss L -BRACE Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 *'* 2x6. 2x6 «*« 2x8 2x8 DIRECT SUBSTITUTION NOT APLICABLE. Web L -Brace must be same species grade (or better) as web member. BUTTE COUNTY BUILDING DIVISION APPROVED JANUARY, 1, 2009 SCAB -BRACE DETAIL ST - SCAB -BRACE ® MITek USA, Inc. Page 1 of 1 Note: Scab -Bracing to be used when continuous 0 00 lateral bracing at midpoint (or T -Brace) is E= F impractical. I—] Scab must cover full length of web +/- 6". MiTek USA, Inc. THIS DETAIL IS NOT APLICABLE WHEN BRACING IS REQUIRED AT 1/3 POINTS OR I -BRACE IS SPECIFIED. { .APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 10d (3" X 0.131") NAILS SPACED 6" O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. { MAXIMUM WEB AXIAL FORCE = 2500 lbs MAXIMUM WEB LENGTH = 12'-0" SCAB BRACE 2x4 MINIMUM WEB SIZE ; . MINIMUM WEB GRADE OF #3 A Nails Section Detail, ® E Scab -Brace Web ,Scab -Brace must be same species grade (or better) as web member. BUTTE COUNTY BUILDING DIVISION APPROVED ROVED SYSTEMS PLUS LUMBER CO. / 1800 S. BARNEY ROAD / ANDERSON, CA 96007 (530)378-6800 / FAX (530)365-5903 TRUSS DATA SHEET APPROVALS: -OBTAIN ALL NECESSARY CODE COMPLIANCE, BUILDING DEPARTMENT APPROVALS, AND RECOMMENDATIONS AND INSTRUCTIONS FROM THE DESIGNER OF THE COMPLETE STRUCTURE BEFORE USING TRUSS DESIGN. -CONNECTION OF THE ROOF SYSTEM TO THE BUILDING FOR VERTICAL & LATERAL LOADS IS THE RESPONSIBILITY OF THE BUILDING DESIGNER OR ENGINEER. -SYSTEMS PLUS IS APPROVING ONLY THE STRUCTURAL DESIGN OF EACH TRUSS BASED ON INFORMA'T'ION RECEIVED FROM THE CUSTOMER AND SHOWN ON THE ENGINEERED TRUSS DRAWING. SIGNED AND SEALED DRAWINGS BASED ON THE PROVIDED DATA ARE FURNISHED BY SYSTEMS PLUS LUMBER CO. THIS ENGINEERING IS VALID ONLY FOR TRUSSES MANUFACTURED BY SYSTEMS PLUS LUMBER CO. HANDLING & ERECTION: -CARELESS 14ANDLING OF TRUSSES SHALL NOT BE PERMI'T'TED. -INSTALL TRUSSES VERTICALLY AT DESIGN BEARING POINTS, CORRECT SIDE UP, AT CORRECT SPACING AND PROPERLY BRACED. -NO LOADS SHOULD BE APPLIED TO THE TRUSSES UNTIL AFTER ALL BRACING AND CONNECTIONS ARE COMPLETED. -DO NOT PERMIT LOADS GREATER THAN DESIGN LOADS TO BE PLACED ON THE TRUSSES. -READ & APPLY THE RECOMMENDATIONS FOR HANDLING, INSTALLING AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-Bl SUMMARY SHEET'). METAL CONNECTOR PLATES: -CONNECTOR PLATES ARE MANUFACTURED IN ACCORDANCE WITH TRUSS PLATE INSTITUTE SPECIFICATIONS. -PLATES MUST BE INSTALLED ON BOTH FACES OF THE LUMBER WITH TEETH FULLY EMBEDDED. -REQUIRED PLATE SIZES, GAUGE AND DESIGN VALUES ARE SHOWN ON THE TRUSS DRAWING. -POSITION PLATES SYMMETRICALLY AT JOINTS, UNLESS OTHER DIMENSIONS ARE SPECIFIED. LUMBER: -THE LUMBER USED FOR TRUSS FABRICATION MUST COMPLY WITH THE SPECIFICATIONS OF AN APPROVED INSPECTION BUREAU AND MUST BE OF THE SIZE AND SPECIES SHOWN ON THE TRUSS DRAWINGS AND BE EQUAL TO OR BETTER THAN THE GRADE SPECIFIED. BRACING: -REVIEW THE TRUSS ENGINEERING DRAWINGS FOR ANY LATERAL BRACING REQUIRED FOR INDIVIDUAL WEB MEMBERS. LATERAL BRACING OF INDIVIDUAL WEB MEMBERS SHALL BE PLACED PER STANDARD DETAIL #3 (MTI/SAC51 & MII/SAC-23). -RESTRAINT OF LATERAL BRACING AND ADDITIONAL BRACING FOR THE COMPLETE STRUCTURE IS TO BE PROVIDED BY THE BUILDING DESIGNER OR ENGINEER. -READ AND APPLY THE RECOMMENDATIONS FOR TEMPORARY AND PERMANENT BRACING OF WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-BI SUMMARY SHEET). -BOTTOM CHORD BRACING SHALL BE INSTALLED PER THE TRUSS ENGINEERING DRAWING BUT IS NEVER TO EXCEED 10'-0" O.C. WITHOUT A SPECIFIC ENGINEERED DESIGN. NO CUTTING, DRILLING, NOTCHING, OR TRIMMING OF ANY TRUSS MEMBER IS PERMITTED. BUTTE COUNTY BUILDING DIVISION APPROVED BUTTE COUNTY ROOF RUSS LAYOUT BUILDING DIVISION Lus Rottschalk APPROVED MiTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 9161676-1900 Re: 1608-047 Fax 9161676-1909 Rottschalk ' 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: R48120350 thru R48120435 My license renewal date for the state of California is Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. { ' OQ�OFESS/p�9 i , 1E00- 4��, , 2 BUTTE COUNTY o C 75435 M BUILDING DIVISION * EXP. 03/3.112018 * APPROVED CIVIC �P TF0 A 1 August 12,2016 Eduard, Teodosescu IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is . for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. Job Truss Truss Type Ory Ply Rottschalk " r Udefl Ud TCLL 20.0 Plate Grip DOL R48120350 1608-047 A01 Half Hip Girder 1 >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.50 Vert(TL) Job Reference notional SYS I EMS PLUS LUMBLR GO, ANDERSON, GA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:41:33 2016 Page 1 I D:tl2jN WczPcvYXB07Tf8WLGyowOG-5b5KnfXuuO?dblhyiV?iPDjPxOeP3DVlWiQtFgyodhW 2-0-01 3-3-4 6-0-0 10-7-10 + 15-4-15 20-2-5 24-11.11 29-9-1 34-6-6 3 58 2-0-0 4 2-8-12 4-7-10 4-9-6 4-9-6 4-9-0 4-9.6 4-9-6 4-11-2 n' 9A Scale = 1:71.0 NAILED NAILED 5x6 NAILED NAILED NAILED NAILED NAILED 2x4 II NAILED NAILED NAILED NAILED NAILED = 6.00 12 _ NAILED NAILED 4x8 = 2x4 II NAILED 3x8 NAILED 3x10 = 4x10 = 3x8 = NAILED 2x4 II D Y Z E AA AB F AC AD C' AE AF H I AG AH J At AJ K AK AL L 3x4 i C - Special 2x4 II 4x8 = NAILED 7x8 = NAILED HJC26 NAILED NAILED NAILED NAILED 2x4 II NAILED 4x10 = NAILED C%9 " 4x5 = NAILED NAILED NAILED NAILED NAILED NAILED NAILED 1 3-3-4 M:1'2 -0-0 10-7-10 15-4-15 20-2-5 24.11-11 29-9-1 34-6-0 39-5-8 3-3-4 2-8-12 4-7.10 4-9-0 4-96 4-9-6 4-9-0 4-9-6 4-11-2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL) -0.35 Q >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.50 Vert(TL) -1.07 Q -S >441 180 BCLL 0.0 Rep Stress Incr NO WB 0.73 Horz(TL) 0.18 M n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH LUMBER- BRACING - TOP CHORD 2X4 OF No.1&Btr G TOP CHORD BOT CHORD 2X6 OF SS G WEBS 2X4 OF Stud/Std.G BOT CHORD REACTIONS. (Ib/size) M=29090-5-8, B=2977/0-5-8 Max Horz 8=126 LC 24) Max Uplift M=-549(LC 5), B=-483(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-5938/1039, C -D=-6043/1109, D -E=-5345/1000, E -F=-9857/1850, F -G=9857/1850, G -H=-9550/1788, H -J=-9550/1788, J -K=-4442/851 BOT CHORD S -V=-1007/5281, U -V=-1007/5281, T -U=-1600/8275, S -T=-1600/8275, Q -S=-1998/10404, P -Q=-1998/10404, O -P=-1470/7639, N-0=1470/7639, M -N=-861/4442 WEBS C -U=-151/301, D -U=320/2252, E -U=-3437/669, E -T=0/361, E -S=-358/1865, F -S=-470/234, G -S=-661/142, G-0=0/418, G -P=-992/193, H -P=-487/245, J -P=420/2221, J-0=0/384, J -N=3716/708, K -N=-222/2068, K -M=5091/956 PLATES GRIP MT20 220/195 Weight: 444 Ib FT = 20% Structural wood sheathing directly applied or 4-3-1 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (14) 1) 2 -ply truss to be connected together with 1 O (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=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 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) M=549, B=483. 10) 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 front face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 12) "NAILED" indicates 3-1Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 68 Ib down at 8-0-12 on ro BUTTE COUNTY BUILDING DIVISION APPROVED 9?�OFESS/pN TEOQOZ9 G� Sw C�75435 m CX X „*lil EXP, 03/31/2018 J* August 12,2016 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with M7ek0 connectors. This design is based only upon porometers 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. Sr,ite Inq SYSTEMS PLUS LUMBER CO. ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:41:33 2016 Page 2 ID:t12jN WczPcvYX807Tf8 WLGyowOG-5b5KnfXuuO?dblhyiV?iPDjPxOeP3D VtWiQtFgyodh W 14) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1:15 Uniform Loads (plf) Vert: A -D=60, D -L=-60, B -M=20 Concentrated Loads (lb) Vert: D= -88(F) U= -337(F) Q= -49(F) G= -88(F) 0=-49(F) J= -88(F) Y= -88(F) Z= -88(F) AA= -88(F) AB= -88(F) AC= -88(F) AD= -88(F) AE= -88(F) AF= -88(F) AG= -88(F) AH= -88(F) AI= -88(F) AJ= -88(F) AK= -88(F) AL= -88(F) AM= -49(F) AN= -49(F) AO= -49(F) AP= -49(F) AQ= -49(F) AR= -49(F) AS= -49(F) AT= -49(F) AU= -49(F) AV= -49(F) AW= -49(F) AX= -49(F) AY=49(F) AZ= -49(F) a . 4 j . t t y - BUTTE COUNTY BUILDING DIVISION APPROVE ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 r-10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design 8 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 olways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage. delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Informatlon 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 Qry Ply Rottschalk a 848120350 1608-047 A01 � Haff Hip Girder 1 - Job Reference o tional SYSTEMS PLUS LUMBER CO. ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:41:33 2016 Page 2 ID:t12jN WczPcvYX807Tf8 WLGyowOG-5b5KnfXuuO?dblhyiV?iPDjPxOeP3D VtWiQtFgyodh W 14) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1:15 Uniform Loads (plf) Vert: A -D=60, D -L=-60, B -M=20 Concentrated Loads (lb) Vert: D= -88(F) U= -337(F) Q= -49(F) G= -88(F) 0=-49(F) J= -88(F) Y= -88(F) Z= -88(F) AA= -88(F) AB= -88(F) AC= -88(F) AD= -88(F) AE= -88(F) AF= -88(F) AG= -88(F) AH= -88(F) AI= -88(F) AJ= -88(F) AK= -88(F) AL= -88(F) AM= -49(F) AN= -49(F) AO= -49(F) AP= -49(F) AQ= -49(F) AR= -49(F) AS= -49(F) AT= -49(F) AU= -49(F) AV= -49(F) AW= -49(F) AX= -49(F) AY=49(F) AZ= -49(F) a . 4 j . t t y - BUTTE COUNTY BUILDING DIVISION APPROVE ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 r-10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design 8 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 olways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage. delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Informatlon available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Citrus Hei hts, CA 95610 Job, Truss. Truss Job Truss Truss Type Ory PlyRottschalk in (loc) r Ud TCLL 20.0 Plate Grip DOL 1.15 R48120351 1608-047 A02 Half Hip 1 1 Lumber DOL 1.15 BC 0.61 Vert(TL) -0.92 K -M >516 Job Reference (optional) SIJ I tMb I'LUJ LUMt3tK UU, ANUtKSUN, UA B.010 s Apr 20 2016 MiTek Industries, Inc. Fn Aug 12 09:41:34 2016 Page 1 ID:1121N WczPcvYXB07Tf8 WLGyowOG-Znfi??YXfK7 UDvG8GCX1ocRGWroxzodzOkM90116yodhV 2-0-0 I 8-0-0 15-8-10 23-7-0 31.5-6 39-5-8 2-0-0 8-0-0 7-8-10 7-10-6 7-10-6 8-0-2 5x6 = 6.00 12 C 4x8 = D Scale = 1:71.0 2x4 II 3x10 = 4x10 = 3x5 II E r G H .. ... L .. 4x6 — 4x8 — 4x4 = 2x4 II 5x10 WB — 4x10 = 2x4 II Nn0 15-8-10 23-7-0 31-5.6 39-5-8 7-8-10 7-10-6 7-10-6 B-0-2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.67 Vert(LL) -0.28 K -M >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.61 Vert(TL) -0.92 K -M >516 180 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.23 1 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btf G TOP CHORD BOT CHORD 2X4 DF No.1 &Btr G WEBS 2X4 DF Stud/Std G BOT CHORD OTHERS 2X4 DF Stud/Std G WEBS REACTIONS. (Ib/size) 1=1559/0-5-8,B=1706/0-5-8 Max Hoa B=165(LC 7) Max Uplift 1=-256(LC 5), B—l63(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2870/358, C -D=-2449/342, D -E=3825/594, E -G=3825/594 BOT CHORD B -N=-401/2477, M -N=-647/3812, K -M=-647/3812, J -K=459/2613, I -J=-459/2613 WEBS C -N=-46/854, D -N=-1603/322, D -M=0/319, E -K=-455/191, G -K=-217/1353, G -J=0/339, G -I=-2870/471 PLATES GRIP MT20 220/195 Weight: 183 Ib FT = 20% Structural wood sheathing directly applied or 2-9-12 oc purlins, except end verticals. Rigid ceiling directly applied or 8-3-12 oc bracing. 1 Row at midpt D -N 2 Rows at 1/3 pts G-1 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph: TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the botiom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=256, B=163. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 13UTTE COUNTY BUILDING DIVISION APPROVED �99�01FESS/ONS 1E0 i CO wP C 75435 c m cr_X EXP. 03/31/2018 l •k OF August 12,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND WCLUDED MITEK REFERENCE PAGE M11-7477 rev. 10/03/2015 BEFORE USE. �— r Design valid for use only with MiTek(D connectors. This design is based only upon parameters shown, and is loran individual building component, not a truss system. Before use, the building designer must verify the appfcability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is for MiTek' always required stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/1PI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Citrus Het his. CA 95610 Job Truss Truss Type QTY PlyRottschalk 20.0 Plate Grip DOL 1.15 TC 0.63 TCDL 10.0 R48120352 1608-047 A03 Half Hip 1 1 YES WB 0.95 BCDL 10.0 Code IBC2012frP12007 Matrix -MSH Job Reference (o tional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:41:34 2016 Page 1 ID:ll2jN WczPcvYXB07Tf8WLGyowOG-Znfi??YXfK7UDvG8GCXxxRGXVovUodlOkM9Qn6yodhV I -2-0.0 5-3-4 F 10-0.0 17-3-8 24-7-0 31-10.8 39-5-8 2-0-0 5-3-4 4-8-12 7-3-8 7-3-8 7-3-8 7-7-0 Scale = 1:71.0 5x6 = 3x4 = 3x4 = 3x10 = 05 = 3x4 II D E F G H I 08 = 3x8 = 5x10 = 4x4 = 4x5 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.63 TCDL 10.0 Lumber DOL 1.15 BC 0.70 BCLL 0.0 Rep Stress Ina YES WB 0.95 BCDL 10.0 Code IBC2012frP12007 Matrix -MSH DEFL. in (loc) I/defl Lid PLATES GRIP Vert(LL) -0.22 L -M >999 240 MT20 220/195 Vert(TL) -0.78 L -M >608 180 Horz(TL) 0.20 J n/a n/a LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD BOT CHORD 2X4 DF No. I&Btr G WEBS 2X4 DF Stud/Std G BOT CHORD WEBS REACTIONS. (Ib/size) J=1563/0-5-8, B=1702/0-5-8 Max Horz B=203(LC 7) Max Uplift J=-256(LC 5), B=-135(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2936/331, C -D=-2681/322, D -E=-2337/306, E -F=-31181436, F -H=-2365/343 BOT CHORD B -M=-434/2561, L -M=-554/3106, K -L=-536/2948, J -K=381/1970 WEBS D -M=-25/809, E -M=-1013/262, F -L=0/293, F -K=-829/209, H -K=20/908, H -J=-2322/411 Weight: 187 Ib FT = 20% Structural wood sheathing directly applied or 3-5-3 oc purlins, except end verticals. Rigid ceiling directly applied or 8-10-12 oc bracing. 1 Row at midpt E -M, H -J NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) J=256, B=135. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNrt BUILDING DIVISION APPROVED 9?,OFESS/ON EOp0s9 co w Lu C 75435 `Pc m X X EXP. 03/31/2018 J OF August 12,2016 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUCED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 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 cf 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 �Tek� is alviays 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 Rottschalk GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.93 Vert(LL) -0.22 R48120353 1608-047 A04 Hip 1 1 Vert(TL) -0.74 K -M >641 180 MT20HS 165/146 BCLL 0.0 Rep Stress Incr YES Job Reference o tional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:41:35 2016 Page 1 iD:tl2jN WczPcvYXB07Tf8WLGyowOG-1 zD4CLZ9QdGLg3rLgv2AUeocXBFkX7AAzOv_JYyodhU -2-0.06-3-0 12-0.0 181 -25-1-5 31-8-0 39-5-8 2-0-0 6-3-4 5-8-12 -6-16-6-11 6.6.11 6-6-11 7.9-8 Scale = 1:71.0 5x6 = 3x4 = 3x4 = 5x6 D E F G 4x6 = 2x4 II , 3x8 = 3x10 MT20HS = 412 = 3.4 11 3x4 = 6-3-4 12-0.0 21-10-0 31-8-0 39-s-9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.93 Vert(LL) -0.22 J -K >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.77 Vert(TL) -0.74 K -M >641 180 MT20HS 165/146 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.15 1 n/a n/a BCDL 10.0 Code IBC2012/TP12007 Matrix -MSH Weight: 195 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btf G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2X4 DF No.1 &Btf G except 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 -M, F -J REACTIONS. (Ib/size) B=1702/0-5-8, 1=1563/0-5-8 Max Holz B=146(LC 7) Max Uplift B=-143(LC 8), 1=109(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2933/222, C -D=-2525/258, D -E=2183/250, E -F=-2564/294, F -G=-1643/205, G -H=-1941/200, H -I=-1499/145 BOT CHORD B -N=-273/2551, M -N=-273/2551, K -M=-339/2599, J -K=307/2414 WEBS C -M=-407/173, D -M=4/755, E -M=667/194, F -K=0/398, F -J=-1095/220, G -J=0/504, H -J=-139/1621 BUTTE COUNTY BUILDING DIVISION NOTES- (9) AV tw MU v D 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 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 100 lb uplift at joint(s) except fjt=lb) B=143,1=109. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. August 12,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use onlywith MiTek® connectors. Thisdesign a based only upon parametersshown. and is for an individual building component. not WN, 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 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 Informatlon available from Truss Plate Institute. 218 N. Lee Street.. Suite 312. Alexandria. VA 22314. s„ae ,no Job Truss Truss Type Qty Ply Rottschalk 1.15 TCDL 10.0 Lumber DOL 1.15 848120354 1608-047 A05 Hip 1 1 Code IBC20121TPI2007 n/a n/a Matrix -MSH Job Reference optional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:41:36 2016 Page 1 ID:112jNWczPcvYXB07Tf8WLGyowOG-WAnSQhanBxOCSDQXOdZP1 sLrPbe6Gd?JCgeXryodhT -2 -0.0 F 7-3-0 14-0-0 + 21-10.0 I 29-8-0 34-5-0 .8 2-0-0 - 7-3-4 6-8-12 7-10-0 7-10.0 4-9-0 39-5 5-0-8 Scale = 1:71.0 dl/ 5x6 = 3x8 = 5x6 = 2x4 11 3x8 - 3x10 MT20HS = ` 3x8 = 4x5 4x6 = = 2x4 II 7-3-0 14-0.0 21-10.0 29-8.039-5-8 7-3-4 6-8-12 7-10.0 7-10.0 9-9-8 LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code IBC20121TPI2007 CSI. DEFL. in (loc) Udefl L/d TC 0.66 Vert(LL) -0.18 I -J >999 240 BC 0.57 Vert(TL) -0.57 I -J >831 180 WB 0.55 Horz(TL) 0.16 1 n/a n/a Matrix -MSH 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 WEBS REACTIONS. (Ib/size) B=1703/G-5-8,1=1562/0-5-8 Max Horz B=157(LC 7) Max Uplift B=-163(LC 8), 1=75(1_C 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2904/193, C -D=-2364/203, D -E=2028/203, E -F=-1656/172, F -G=-19131173 BOT CHORD B -N=-216/2516, M -N=-216/2516, K -M=-226/2268, J -K=22612268, I -J=-77/1423 WEBS C -M=-550/194, D -M=0/657, E -M=502/145, E -K=0/390, E -J=-886/161, F -J=0/521, G -J=-371441, G -I=-1886/115 PLATES GRIP MT20 220/195 MT20HS 165/146 Weight: 203 Ib FT = 20% Structural wood sheathing directly applied or 3-8-1 oc purlins, except end verticals. Rigid ceiling directly applied or 10.0-0 oc bracing. 1 Row at midpt E -M, E -J, G-1 BUTTE COUNTY BUILDING DIVISION NOTES- (9) ����OVED 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) I except (jt=lb) B=163. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. �9?�OFESS1. ���`� TEOp Os�Fy ui wP C 75435 FC m X X i *\ EXP. 03/31/2018 l* OF August 12,2016 r. WARNING - Verify desJgn parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTea connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mirek" Is alwoys 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, 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 Ckrus Heights. CA 95610 JobTruss SPACING- 2-0-0 Truss Type Qty Ply Rottschaik TCDL 10.0 Lumber DOL 1.15 BC 0.45 BCLL 0.0 Rep Stress Incr YES R48120355 1608-047 A06 Hip 1 1 TOP CHORD 2X4 DF No.1&Btr G BOT CHORD 2X4 DF No.1&Btr G WEBS 2X4 DF Stud/Std G Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:41:37 2016 Page 1 10:tl2jN WczPcvYXB07TfBWLGyowOG-_MLrd 1 bPyF W34N?jxK4eZ3u 1 ??OC? 1 kTQJ05ORyodhS r-2.0-0 8-3-4 1 16-0.0 ( 21-10-0 27-8.0 33-5-0 39-5-8 2-0-0 8-3-4 7-8-12 5-10.0 5.10-0 6-0-8 i 5x6 = 6.00 F12 3x8 = 5x6 = Scale = 1:72.0 4x6 5- 2x4 II 3x8 = 3x10 = 2x4 II 3x8 = 3x8 = 3x4 II , 8-3-4 16-0.0 21-10.0 , 27-8-0 33-5.0 39-5-8 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.61 TCDL 10.0 Lumber DOL 1.15 BC 0.45 BCLL 0.0 Rep Stress Incr YES WB 0.71 BCDL 10.0 Code IBC2012rTP12007 Matrix -MSH LUMBER - TOP CHORD 2X4 DF No.1&Btr G BOT CHORD 2X4 DF No.1&Btr G WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) B=1704/0-5-8, 1=1561/0-5-8 Max Hoa B=169(LC 7) Max Uplift 8=-180(LC 8), 1=95(LC 9) DEFL. in (loc) I/dell L/d PLATES GRIP Vert(LL) -0.12 L -N >999 240 MT20 220/195 Vert(TL) -0.41 N-0 >999 180 Horz(TL) 0.14 1 n/a n/a Weight: 216 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at mid pt C -N, E -N, E -K FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2858/218, C -D=-2198/178, D -E=1864/204, E -F=-1612/159, F -G=-1885/142, G -H=-1815/118, H -I=-1503/125 BOT CHORD B -O=-230/2465, N-0=232/2462, L -N=-129/1932, K -L=129/1932, J -K=-72/1561 WEBS C-0=0/309, C -N=-680/218, D -N=0/600, E -N=-321/118, E -L=0/316, E -K=-635/111, F -K=0/531, G -J=453/93, H -J=-49/1611 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) I except Qt=1b) B=180. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNTY BUILDING DIVISION APPROVED pF OFESS/ply 'f E0,DO l 2 C 75435 FC m X *\ EXP. 03/31/2018 1.* OF August 12,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Wit 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 applicabil.ty of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual trus 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 Job Truss Truss Type Qty Ply Rottschalk I r Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 848120356 1608-047 A07D HIP 1 1 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.47 Vert(TL) -0.38 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:41:38 2016 Page 1 I D:tl2jN WczPcvYXB07Tf8WLGyowOG-SYvDgNb ljYewhXavV2bt6HOC7PL6kVFcfz7ewtyodhR -2-0-0 4-6-1 8-5-11 13-2-13 18-0.0 25-8-0 32-5-0 39-5-8 2-0-0 4-6-1 3-11-9 4-9-3 4-9-3 . 7-8-0 6-9-0 -- 7-0-8 �F 5x6 = 6.00 F12 6x6 = Scale = 1:71.8 3x5 vp .. 3x10= 3x4 = = 2x8 II 4x5 3x8 = c 8-5-8 8-5 t 8-0.o -8- 8-5.8 0- -3 9-6-5 7-8-0 6.9-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.59 Vert(LL) -0.17 O -P >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.47 Vert(TL) -0.38 O -P >982 180 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.04 K n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH Weight: 218 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 5-1-5 oc purlins, BOT CHORD 2X4 DF No. 1&Btr G except end verticals. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt F -P, G-0, H-0, I -M REACTIONS. All bearings 8-5-8 except Qt=length) K=0-5-8. (lb) - Max Horz B=182(LC 35) Max Uplift All uplift 100 Ib or less at joint(s) except B=-336(LC 27), P=-560(LC 27), K=-660(LC 30) Max Grav All reactions 250 Ib or less at joint(s) except B=455(LC 40), P=1720(LC 1), P=1720(LC 1), K=1197(LC 1), B=348(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-694/633, C -D=-522/514, D -F=-214/287, F -G=1019/434, G -H=-872/451, H-1=1251/663, I -J=-1437/854, J -K=-1132/693 BOT CHORD B -P=645/652, O -P=-475/717, M -O=-254/1046, L -M=4021189, K -L=-374/378 WEBS C -P=-266/157, D -P=-281/162, F -P=-1386/547, F -O=-215/488, H-0=410/369, H -M=-163/393, I -M=-375/378, I -L=-253/321, J -L=-752/1283 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 336 Ib uplift at joint B, 560 Ib uplift at joint P, 660 Ib uplift at joint K and 336 Ib uplift at joint B. 8) This truss has been designed for a total drag load of 2000 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 39-5-8 for 50.7 plf. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNW BUILDING DIVISION APPROVED p?,pFESS/pN 1E0oos�F2c LUw C 75435 r�C m tY :Ll * EXP. 03/31/2018 OF August 12,2016 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 10/03/4015 BEFORE USE. Design valid for use only wifh 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 alwoys 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 log Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Rottschalk LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud 848120357 1608-047 5 A08 Hip 1 1 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.40 Vert(TL) -0.25 K -L >999 180 Job Reference o tional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fn Aug 12 09:41:39 2016 Nage 1 ID:tl2jNWczPcvYXB07Tf8WLGyowOG-wkTb2jcfUsmnJg963166eUzlxpiOT 7ludlBSJyodhO 2-0-04-4-10 8-2-12 14-16 20-0-0 +. 23$-0 31-5-0 39-5-8 2-0-0 4 4-10 3-10-2 5-10-10 5.10-10 3_6_0 8-0 7-9-0 B-0-8 Scale = 1:71.9 5x6 = _ 6.00 12 6x6 — G H 3x5 i 3x5 = 4x5 = 5x8 = 3x4 = 4x5 = 3x4 II 8-2-12 14-1-6 20-0-0 23-8-0 31-5-0 39-5.8 8-2-12 5-10-10 5-10-10 3-8-0 I 1 7-9-0 8 Plate Offsets (X,Y)-- fB:0-2-10,0-1-81 fJ:Edge,0-1-121, IN:0-4-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.71 Vert(LL) -0.08 K -L >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.40 Vert(TL) -0.25 K -L >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.03 K n/a nla BCDL ' 10.0 Code IBC2012/TPI2007 Matrix -MSH Weight: 232 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 4-84 oc purlins, BOT CHORD 2X4 DF No. 1&BIT G except end verticals. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at mid pt H -N, I -M REACTIONS. (Ib/size) B=347/0 -5 -8,P=1708/0 -5-8,K=1210/0-5-8 Max Horz B=198(LC 12) Max Uplift B=-36(LC 8), P=-214(LC 8), K=-124(LC 9) Max Grav B=374(LC 19), P=1708(LC 1), K=1210(LC 1) BUTTE COUNW FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD C -D=-97/292, D -F=-915/115, F -G=-1041/178, G -H=-854/173, H -I=-1164/183, BUILDING DIVISION DIVISIOI I -J= -1463/166,J -K=-1138/164 Y BOT CHORD N -O=-28/753, 3/1227 WEBS C -P=-254/127, D -P=-1439/236, D -O=-62/ 1157, F -O=-560/105, 4-N=-319/95, H -M=-50/421, , APPROVED I -M=-401/187, J -L=-59/1191 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A rating reduction of 20% has been applied for the lumber members. (�� OF ESS/ plate green 7) Provide mechanical connection (by others) of truss to bearing capable withstanding 36 Ib uplift at joint B, 214 Ib uplift at joint �'r plate of E00 P and 124 Ib uplift at joint K. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 075435 c Lu LU M EXP. 03/31/2018 * August 12,2016 ®WARNING - Verfry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown. and Is for an individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1►A rTel�' is oiways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M11� Il 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 3!2. Alexandria, VA 22314. Suite 109 Job r TrussTruss Type Qty Ply Roftschalk 1.15 TCDL 10.0 Lumber DOL 1.15 R48120358 1608-047 A09 Piggyback Base 1 1 Code IBC2012ITP12007 WB 0.53 Horz(TL) _ K n/a Job Reference o tional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:41:40 2016 Page 1 I D:112jN WczPcvYX807Tf8 WLGyowOG-Oxt zF3dHFAuexgkldTdLBiWX?C2gC RMv7Hcl_myodhP 2-0-0 4 4-10 8-2-12 13-11-14 19-9.1 23-10-15 31-6-8 39-5-8 2-0-0 4 4-10 3-10-2 + 5-9-2 5-9-2 4-1-14 7-7-8 7-11-0 Scale = 1:70.6 5x6 = _ 6.00 12 5x6 3x5 = 3x4 II 3x5 i 4x5 = 5x8 = 3x4 = 4x5 = i_ 8-2-12 13-11.14 19-9-1 23-10.15 31-6-8 9 SJ1 8-2-12 5-9-2 5-9-2 4-1-14 7-7-8 7-11-0 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code IBC2012ITP12007 LUMBER - TOP CHORD 2X4 DF No.t&Btr G BOT CHORD 2X4 DF No.1&Btr G WEBS 2X4 DF Stud/Std G CSI. DEFL. in floc) Vdefl Ud TC 0.69 Vert(LL) -0.07 K -L >999 240 BC 0.39 Vert(TL) -0.23 K -L >999 180 WB 0.53 Horz(TL) 0.03 K n/a nla Matrix -MSH BRACING - TOP CHORD BOTCHORD WEBS REACTIONS. (Ib/size) B=34610 -5 -8,P=1709/0 -5-8,K=1210/0-5-8 Max Horz B=198(LC 12) Max Uplift B=-36(LC 8), P=-212(LC 8), K=-122(LC 9) Max Grav 8=373(LC 19), P=1709(LC 1), K=1210(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD C -D=-97/294, D -F=-902/111, F -G=-1040/174, G -H=851/169, H -I=-1173/181, I -J= -1459/163,)-K=-1138/161 BOT CHORD N -O=-26/744, M -N=0/942, L -M=-91/1224 WEBS C -P=-256/129, D -P=-1440/233, D -O=-61/1157, F -O=-573/103, F -N=1/250, H -N=315/93, H -M=-48/427, I -M=-391/187, J -L=-59/1193 PLATES GRIP MT20 220/195 Weight: 231 Ib FT = 20% Structural wood sheathing directly applied or 4-9-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt H -N, I -M BUTTE COUNTY BUILDING DIVISION APPROVED NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. N 6) A plate rating reduction of 20% has been applied for the green lumber members. oOFES$/o 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 36 Ib uplift at joint B, 212 Ib uplift at joint �I EO P and 122 Ib uplift at joint K. ��� �Q QOs Fy 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. GO Q UJ C 75435 c rn *„ E /31 /2018 Lp>9 CIVIL FIC August 12,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 111II-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not �� 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 11 A1Te1�' is al vays 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/11`11 Quality Criteria, OSB -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandrio, VA 22314. Suite 109 Job Truss Truss Type Qty Ply Rottschalk (loc) Well L/d TCLL 20.0 Plate Grip DOL R48120359 1608-047 A10 Piggyback Base 1 1 240 TCDL 10.0 Lumber DOL 1.15 BC 0.59 Vert(TL) Job Reference o tional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:41:41 2016 Page 1 I D:tl2jN WczPcvYXB07Tf8 WLGyowOG-s7aLTPewOTOVY_I UAA9akv2nQcKxxs82LxMIXCyodhO -2-0-0 8-2-12 5- } 59 23-10.15 30.3-1 6-80 43-8-039 -2 + I 4 3 2-0-04-4-10 310 -2 4-1-14 6-4-1 6-4-14 6-11-6 n 6 5x6 = 6.00 12 5x6 = Scale = 1:76.6 3x5 3x6 = 4x8 = 3x10 =3x8 = 3x5 = 3x4 = 4x6 3x10 = 6-2-12 13c 11 ^14 19^9^1 23-10-15 33.6.4 43-8.0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d TCLL 20.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.23 M-0 >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.59 Vert(TL) -0.60 M-0 >709 180 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.07 L n/a n/a BCDL 10.0 Code IBC2012/TP12007 Matrix -MSH LUMBER - TOP CHORD 2X4 DF NO.1 &Btr G BOT CHORD 2X4 DF No.1 &Btr G WEBS 2X4 DF Stud/Std G WEDGE Right: 2x4 SP No.3 REACTIONS. (Ib/size) 8=198/0-5-8, S=2051/0-5-8, L=1364/0-5-8 Max Horz B=192(LC 12) Max Uplift B=-36(LC 8), S=-212(LC 8), L=-161(LC 9) Max Grav B=282(LC 19), S=2051 (LC 1), L=1364(LC 1) PLATES GRIP MT20 220/195 Weight: 238 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt H -P, 1-0 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-42/417, C -D=-96/604, D -F=-886/140, F -G=-1152/207, G -H=-957/199, H -I=-1376/225, I -K=2139/286, K -L=-2413/311 BOT CHORD B -S=-350/144, R -S=-487/187, P -R=-21/740, O -P=0/1146, M -O=-40/1621, L -M=-195/2084 WEBS C -S=-262/128, D -S=-1777/233, D -R=-61/1507, F -R=-771/104, F -P=0/422, G -P=-52/273, H -P=-535/100, H -O=-91/770, 1-0=-717/248, I -M=-32/544, K -M=-357/204 BUTTE COUNTY BUILDING DIVISION APPROVE® NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 36 Ib uplift at joint B, 212 Ib uplift at joint S and 161 Ib uplift at joint L. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 99,0FESS/pN. w UJ C 75435 c m cr X EXP. 0313112018 OFC August 12,2016 ®WARNING- Verilydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTeke connectors. This design is based only upon parameter shovm, and is for an individual building component, not �• a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chid members only. Additional temporary and permanent bracing MiTek' is alwoys 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. Alexandia, VA 22314. Suite 109 Job Truss Truss Type Qty Ply Rottschalk 1.15 TCDL ' Lumber DOL 1.15 R48120360 1608-047 All Piggybad.Base 2 1 Code IBC2012/TPI2007 WB 0.68 Horz(TL) 0.07 L n/a Job Reference o tional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:41:42 2016 Page 1 1 D:tl2jN Wcz PCVYXB07Tf8 W LGyowO G-KJ8kgkeYnn8 MA8thkug pG7by9Og9gJO Cab5 r'3eyodh N -2-0.0 1-14 23-10-15 3-3-3 66--4--1140 43-8-0 588 09-2 4-0-0 3-10.2 S -1-14 6-4-14 6-11-6 2--0F2 44-10 5x6 = 6.00 12 5x6 = Scale = 1:78.9 3x5 i 3x6 = 4x8 = 3x10 =3x8 = 3x5 = 3x4 = 4x6 I 8-2-12 13-11-14 19-9-1 23-10.15 33-6-4 43-8-0 8-2-12 59-2 89.2 4-1-14 9-7-4 10-1-12 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code IBC2012/TPI2007 LUMBER - TOP CHORD 2X4 DF No.1 &Btr G BOT CHORD 2X4 DF No.1&Btr G WEBS 2X4 OF Stud/Std G CSI. DEFL. in (loc) I/defl Ud TC 0.33 Vert(LL) -0.23 N -P >999 240 BC 0.59 Vert(TL) -0.60 N -P >705 180 WB 0.68 Horz(TL) 0.07 L n/a n/a Matrix -MSH REACTIONS. (Ib/size) 8=198/0 -5 -8,T=2050/0 -5-8,L=1485/0-5-8 Max Horz 8=176(LC 8) Max Uplift 6=-41(LC 8), T=-206(LC 8), L=-204(LC 9) Max Grant B=282(LC 19), T=2050(LC 1), L=1485(LC 1) PLATES GRIP MT20 220/195 Weight: 240 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-1-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt H -Q, I -P FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-32/417, C -D=-87/604, D -F=-885/149, F -G=-1150/212, G -H=-356/203, H-1=1374/229, I -K=2132/288, K -L=2404/313 BOT CHORD B -T=-350/159, S -T=-487/201, Q -S=-9/758, P-0=0/1144, N -P=-11/1617, L -N=-163/2075 WEBS C -T=-262/128, D -T=-1776/227, D -S=-56/1506, F -S=-770/101, F -Q=0/421, G -Q=-55/272, H -Q=-535/98, H -P=-90/769, I -P=-714/247, I -N=-30/541, K -N=-352/203 BUTTE COUNTY BUILDING DIVISION NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = tO.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 41 Ib uplift at joint B, 206 Ib uplift at joint T and 204 Ib uplift at joint L. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. August 12,2016 ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 porome4ers 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/TPI I 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 Job Truss Truss Type Qty Ply Rottschalk r TCDL 10.0 Lumber DOL 1.15 848120361 1608-047 Al2 PIGGYBACK BASE 1 1 Code IBC2012ITP12007 WB 0.69 Horz(TL) 0.08 J n/a Job Reference o liana/ SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:41:42 2016 Page 1 ID:tl2jN WczPcvYXB07Tf8WLGyowOG-KJ8kgkeYnn8MA8lhkugpG7btiOfsgJGCab5r'JeyodhN 2-0-07.4-10 14-2-12 19-9-1 23-10.15 t 31-5-12 39-4-0 2-0-0 74-10 6-10-2 5-6-5 4-1-14 7�i-12 7-10-0 �I Scale c 1:71.9 5x6 = _ 6.00 12 5x6 3x5 2.4 11 3x4 = 6x8 V �J 4x12 = 3x8 _ 3x4 11 -0 --1 3-0-5 -0 7-4-10 6-10-2 0- -1 4-1-14 0- -1 7-1-12 7-10-4 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code IBC2012ITP12007 LUMBER - DEFL. TOP CHORD 2X4 DF No.1&Btr G BOT CHORD 2X4 DF No.1&Btr G WEBS 2X4 DF Stud/Std G 'Except' -0.17 F-M,G-L: 2X4 DF No.2 G CSI. DEFL. in (loc) I/defl Ud TC 0.68 Vert(LL) -0.17 K -L >999 240 BC 0.67 Vert(TL) -0.50 K -L >597 180 WB 0.69 Horz(TL) 0.08 J n/a n/a Matrix -MSH PLATES GRIP MT20 220/195 Weight: 231 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-6-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt H -L JOINTS 1 Brace at Jt(s): P, Q REACTIONS. (Ib/size) B=1155/0-5-8,N=1024/G-5-8,J=1327/0-5-8 . Max Horz B=198(LC 12) Max Uplift B=-34(LC 9), N=141(LC 8), J=-59(LC 9) Max Grav B=1155(LC 1), N=1151(LC 19), J=1347(LC 2) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1722/102, C -E=1214/165, E -F=1375/106, F -G=-1260/112, G -H=-1487/77, H -I=-1676/75, I -J=-1286/99 BOT CHORD B-0=0/1471, N-0=0/1471, M -N=0/1041, L -M=0/1194, K -L=-14/1433 WEBS C-0=0/290, C -N=-625/178, E -N=-755/124, E -M=0/373, H -L=-334/211, I -K=0/1429, G-0=45/276, L -Q=-60/396 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cal. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 250.01b AC unit load placed on the top chord, 21-10-0 from left end, supported at wo points, 4-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 Ib uplift at joint B, 141 Ib uplift at joint N and 59 Ib uplift at joint J. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNTY BUILDING DIVISION APPROVED /Q9,0F ESS/ON9\ j EOfl�s�``ti^^ CO Vf 01 LLJ W C 75435 c rn * EXP. 03/31/2018 OF August 12,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFEP,ENCE PAGE MII-7477 rev. 10/07/2015 BEFORE USE. Design valid for use only Wth MTeW connectors. This design is based only upon parameters shown. and is for an individual building component. not �- a truss system. Before use, the building designer must verity the applicability of design parameters and 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 iViiTek� 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 BCSIBuOding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Citrus Hei his. CA 95610 Job , r Truss Truss Type Qty Ply Rottschalk 0- -1 4-1-14 0- -1 7-1-12 7-10-0 Plate Offsets Y)-- IB:0-2-10.0-1-Sl.fF:0-3-0,0-2-71.fG:0-3-0,0-2-01.f1:0-2-4,0-1-81 fK:0-3-8,0-1-81 fM:0-2-12,0-3-01 LOADING (psf) 848120362 1608-047 A13 PIGGYBACK BASE 2. 1 TCLL 20.0 Plate Grip DOL 1.15 TC 0.68 Vert(LL) -0.17 K -L >999 240 Job Reference o tional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:41:43 2016 Page 1 ID:tl2jNWczPcvYXB07Tf8WLGyowOG-oWi6u4fAX5GDoIStIbB2pK82SQ?5Pm WLpFrPb4yodhM 2-0-07-0-10 14-2-12 19-9-1 23-10-15 31-5-12 39-0-0 2-0-0 7-0-10 6-10-2 5-6-5 4-1-14 7-0-12 7-10-4 Scale = 1:71.9 5x6 = _ 6.00 F12 5x6 3x5 % 2x4 II 3x4 = 6x8 = 4x12 = 3x8 _ 3x4 II REACTIONS. (Ib/size) B=115510 -5 -8.N=1024/0 -5-8,J=1327/0-5-8 Max Horz B=198(LC 12) Max Uplift B=-34(LC 9), N=141(1_C 8), J=-59(LC 9) Max Grav B=1155(LC 1), N=1151(LC 19), J=1347(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1722/102, C -E=-1214/165, E -F=1375/106, F -G=-1260/112, G -H=-1487/77, 1-1-1=1676/75, I -J=-1286/99 BOT CHORD B-0=0/1471, N-0=0/1471, M -N=0/1041, L -M=0/1194, K -L=-14/1433 WEBS C-0=0/290, C -N=-625/178, E -N=-755/124, E -M=0/373, H -L=-334/211, I -K=0/1429, G -Q=-45/276, L -Q=-60/396 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 250.0Ib AC unit load placed on the top chord, 21-10-0 from left end, supported at two points, 4-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 Ib uplift at joint B, 141 Ib uplift at joint N and 59 Ib uplift at joint J. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNTY BUILDING DIVISION APPROVED Q�F,OFESS/0q 1D„ l U , C'75435 EXP. 03/31/2018 J* OF CAI.I� August 12,2016 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design vola for use only with MiTekO connectors. This design is based any upon parameters shovm, and is for on individual building component, not l• 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 iniLry 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 Cerus Heights. CA 95610 14-2-12 9 1 3-10- -0 3 -5- 9 7-0-10 6-10-2 5-1-0 0- -1 4-1-14 0- -1 7-1-12 7-10-0 Plate Offsets Y)-- IB:0-2-10.0-1-Sl.fF:0-3-0,0-2-71.fG:0-3-0,0-2-01.f1:0-2-4,0-1-81 fK:0-3-8,0-1-81 fM:0-2-12,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.68 Vert(LL) -0.17 K -L >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.67 Vert(TL) -0.50 K -L >597 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.69 Horz(TL) 0.08 J n/a nla BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH Weight: 231 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.t&Btr G TOP CHORD Structural wood sheathing directly applied or 4-6-4 oc purlins, BOT CHORD 2X4 DF No. t&Btr G except end verticals. WEBS 2X4 DF Stud/Std G *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. F-M,G-L: 2X4 DF No.2 G WEBS 1 Row at midpt H -L JOINTS 1 Brace at Jt(s): P, Q REACTIONS. (Ib/size) B=115510 -5 -8.N=1024/0 -5-8,J=1327/0-5-8 Max Horz B=198(LC 12) Max Uplift B=-34(LC 9), N=141(1_C 8), J=-59(LC 9) Max Grav B=1155(LC 1), N=1151(LC 19), J=1347(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1722/102, C -E=-1214/165, E -F=1375/106, F -G=-1260/112, G -H=-1487/77, 1-1-1=1676/75, I -J=-1286/99 BOT CHORD B-0=0/1471, N-0=0/1471, M -N=0/1041, L -M=0/1194, K -L=-14/1433 WEBS C-0=0/290, C -N=-625/178, E -N=-755/124, E -M=0/373, H -L=-334/211, I -K=0/1429, G -Q=-45/276, L -Q=-60/396 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 250.0Ib AC unit load placed on the top chord, 21-10-0 from left end, supported at two points, 4-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 Ib uplift at joint B, 141 Ib uplift at joint N and 59 Ib uplift at joint J. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNTY BUILDING DIVISION APPROVED Q�F,OFESS/0q 1D„ l U , C'75435 EXP. 03/31/2018 J* OF CAI.I� August 12,2016 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design vola for use only with MiTekO connectors. This design is based any upon parameters shovm, and is for on individual building component, not l• 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 iniLry 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 Cerus Heights. CA 95610 Job r Truss Truss Type Qty Ply Rottschalk 848120363 1608-047 BO1 Roof Special Girder 1 2 Job Reference (_optional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:41:45 2016 Page 1 I D:tl2jN WczPcvYXB07Tf8 WLGyowOGlugsJmhQ3i Wwl bcGPODWulDU2DImtgYeGZK WgzyodhK -2-0-0 54-10 10-2-12 13-6-0 17-3-0 21-0-0 25-54 30-04 34-7-0 39-4-0 I 2-0-0 5.4.10 4-i 0-12 3-34 3-9-0 3-9-0 —r 45-4 4-7-0 4-7-0 4.8-12 Scale = 1:70.8 5x6 = E 5x6 4x8 6.00 12 D F NAILED NAILED 3x4 6x6 = 2x4 II 3x8 = 2x4 II 4x6 = C G H NAILED I NAILED NAILED J NAILED K W Z AA AB R B IA r� T S .ACS R Q p O ADAE AF N AG AH MAI AJ L7- Ij( 4x5.. 2x4 II 4x4' 5x10 = 4x8 = 4x10 —_ NAILED 2x4 11 010 —_ NAILED 4x8 = HUS26-2 NAILED NAILED NAILED NAILED �5�10 10-212 15-7.6 21-0-0 } 25-54 30-04 34-74 394-0� 54-10 11 10 2 5.4-10 54-10 4-54 4-7-0 4-7-0 4-8-12 Plate Offsets (X.Y)— fP:0-3-8,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.11 N-0 -999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.40 Vert(TL) -0.31 N-0 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.66 Horz(TL) -0.01 S n/a n/a BCDL 10.0 Code IBC2012ITP12007 Matrix -MSH Weight: 473 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X6 DF SS G except end verticals. WEBS 2X4 OF Stud/Std GJ'�*'�� BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) L=1849/Mechanical„B=-683/0'5-8, S=3757/0-5-8 Max Horz B=171(LC 5) Max Uplift L=-347(LC 9), B=-950(LC 20), S=542(1_C 9) Max Grav L=1851(LC 20), B=222(LC 9), S=3757(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BUTTE COUNTY TOP CHORD B -C=-511/2472, C -D=-464/2752, D -E=-138/290, E -F=-160/433, F -G=-2166/381, G -H=-3913/708, H-1=-3911 /707, I -J=-2574/464, J -K=-2574/464, K -L=-1739/369 BUILDING DIVISION BOT CHORD B -T=2189/444, S -T=-2189/444, R -S=-2405/452, O -P=-358/2008, N -O=-798/4131, M -N=-798/4131 WEBS F -P=-529/2949 G-P=32368/498,G-O —497/2272EH-04387/0163,10=379/175,1-N=0!604, APPROVED I -M=-1830/350, J -M=-498/250, K -M=-550/2969 NOTES- (14) 1) 2 -ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. �FESSt 3) Unbalanced roof live loads have been considered for this design. Qi O 4) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; �,� 1E0,0 MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33Q �+� 5) Provide adequate drainage to prevent water ponding. —00 7543.5 n m 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. W 11J C fT1 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 W X will fit between the bottom chord and any other members, with BCDL = I O.Opsf. EXP, 03/31/2018 8) A plate rating reduction of 20% has been applied for the green lumber members. * k 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 347 Ib uplift at joint L, 950 Ib uplift at joint B and 542 Ib uplift at joint S. '9 Q. ct truss(es) �OF CALw 11) Use USP HUS26-2 (With 16d nails into Girder & 16d nails into Truss) or equivalent at 27-1-8 from the left end to conne� to back face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. August 12,2016 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/07/2015 BEFORE USE. ■ Design valid for use only wilh 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 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 MiT®k� is olwoys 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 -8y and BCSI BuBding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Suite 109 Job Trussruss Type Qty Ply Rottschalk 848120363 1608-047 B01 Roof Special Girder 1 2 Job Reference (optional).,._J SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:41:45 2016 Page 2 I D:l12jN WczPcvYX807Tf8 WLGyowOG-IugsJmhQ3i Wwl bcGPODWulDU2DImtgYeGZKWgzyodhK 14) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -E=-60, E -G=-60, G -K=-60, B -L=-20 Concentrated Loads (lb) . Vert: W= -98(B) X= -88(B) Y= -88(B) Z= -88(B) AA= -88(B) AB= -88(8) AD=825(13) AE=60(13) AF= -49(B) AG= -49(B) AH= -49(B) AI= -49(B) AJ= -49(B) r BUTTE COUNTY BUILDING DIVISION APPROVE® ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MY -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shovm, 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 but ding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' is alwoys 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 Job Truss Truss Type Qty Ply Rottschalk LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d R48120364 1608-047 B02 Roof Special 1 1 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.35 Vert(TL) -0.37 O -P >951 180 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA ir" $;.} 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:41:46 2016 Page 1 I D:112jNWczPcvYX807Tf8WLGyowOG-D50EW6h2q?enflBSzjklRzmc2d6gc6SnVD33CPyodhJ I •2-0-0 5-4-10 10-2-12 13-6-0 19-0-0 25-7-9 324-15 39-0-0 2-0-0 5-4-10 4-10-2 3-3-4 5-6A 6-7-9 6-9-5 6-11-1 Scale = 1:70.8 5x6 II 2x4 11 4x8 = ..3x10 = 4x8 = 2x4 11 3x5 3x5 = = 5x6 = 5-4-10 10.2-12 + 19-0-0 25-7-9 32-4-15 39-4-0 5.4-10 4-10-2 8-9-4 6-7-9 6-9-5 6-11-1 Plate Offsets (X,Y)— [F:0-3-0,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) -0.14 O -P >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.35 Vert(TL) -0.37 O -P >951 180 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.03 K n/a n/a BCDL 10.0 Code IBC2012rrPI2007 Matrix -MSH Weight: 201 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.t&Btr G TOP CHORD Structural wood sheathing directly applied or 4-11-9 oc purlins, BOT CHORD 2X4 DF No. 1&Btr G except end verticals. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at mid pt E -P, I -K REACTIONS. (Ib/size) K=958/Mechanical, B=-20/0-5-8, P=2318/0-5-8 Max Horz 8=199(LC 7) Max Uplift K=-158(LC 9), B=-280(LC 20), P=-253(LC 9) Max Grav K=963(LC 20), B=226(LC 19), P=2318(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BUTTE COUNTY TOP CHORD B -C=-219/962, C -D=-192/1273, D -E=-144/1250, E -F=-975/169, F -G=-1532/225, G-1=1530/224 BU I®I O DIVISION BOT CHORD B -Q=-836/129, P -Q=-836/129, O -P=-263/56, M-0=143/840, L -M=-234/1283, K -L=-234/1283 WEBS C -P=-437/142, D -P=-261/146, E -P=-1890/307, E-0=-253/1682, F -O=-1164/297, APPROVED F -M=-187/814, G -M=-430/182, I -M=-46/286, I -L=0/297, I -K=-1446/235 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone: cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) 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 �FESS� will fit between the bottom chord and any other members, with BCDL = 10.0psf. OQ(t ONq 6) A plate rating reduction of 20% has been applied for the green lumber members. ��!` I EOE 7) Refer to girder(s) for truss to truss connections. Q 0 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 158 Ib uplift at joint K, 280 Ib uplift at cj OP� joint B and 253 lb uplift at joint P. LU C 75435 C 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. W EXP. 03/31/2018 OF August, 12,2016 WARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1111-7473rev. 10/03/2015 BEFORE USE. Design volid for use only with MTekO 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 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 Crlleflo. 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. s,dta ma Job SPACING- Truss Type Oty Ply Rottschalk ]Truss 1.15 TC 0.33 TCDL 10.0 848120365 1608-047 B03 Roof Special 1 1 YES WB 0.62 BCDL 10.0 Code IBC2012rTP12007 Matrix -MSH Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA j 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:41:47 2016 Page 1 I0:tl2jNWczPcvYXB07Tf8WLGyowOG-hHydjSigbJmeGvmeXRF_zAlpp1 SjLbixktpcksyodhl -2-0-0 5-4-10 10-2-12 13-6-0 17.0-0 23-8-12 30-7-0 37-0-0 394-0 2-0-0 ".16 �4-10-2 3-3-0 3-6-0 6-8-12 6-10-8 6-8-12 2-0-0 5x6 II 3x4 = Scale = 1:72.1 3x5 = 2x4 11 4x8 = 6x8 = 3x10 = 2x4 11 3x4 = 4x8 = 2x4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.33 TCDL 10.0 Lumber DOL 1.15 BC 0.31 BCLL 0.0 Rep Stress Incr YES WB 0.62 BCDL 10.0 Code IBC2012rTP12007 Matrix -MSH DEFL. in floc) Udefl Ud PLATES GRIP Vert(LL) -0.06 N-0 >999 240 MT20 220/195 Vert(TL) -0.22 N-0 >999 180 Horz(TL) 0.04 L n/a n/a LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD BOT CHORD 2X4 DF No. I&Btr G WEBS 2X4 DF Stud/Std G BOT CHORD WEBS REACTIONS. (Ib/size) B=131/0-5-8, R=2112/0-5-8, L=1011/Mechanical Max Horz B=205(LC 7) Max Uplift B=-126(LC 20), R=-228(LC 9), L=-166(LC 9) Max Grav B=301 (LC 19), R=2112(LC 1), L=1017(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-199/625, C -D=-168/946, D -E=-108/914, E -F=706/139, F -G=-594/82, G -I=-1243/206, I -J= -364/62,J -K=-398/42, K -L=-1027/144 BOT CHORD B -S=536/89, R -S=-536/89, 0-0=-237/1320, N -O=-237/1320, M -N=229/1243 WEBS C -R=-441/133, D -R=-267/150, E -R=-1672/250, E -Q=-219/1395, F -Q=-597/185, G -Q=-904/171, G-0=0/273, I -N=0/317, I -M=-1083/178, K -M=-138/926 Weight: 219 ib FT = 20% Structural wood sheathing directly applied or 5-8-10 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt E -R, G -Q, G -N, I -M BUTTE COUNTY BUILDING DIVISION NOTES- (9) AP ®vE 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 126 Ib uplift at joint B, 228 Ib uplift at joint R and 166 Ib uplift at joint L. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. /p?,pFESS/pN\ p 1E00�s�lF2 LU 075435 M EXP. 03/31/2018 `* OF CAL August 12,2016 WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MI iEK REFERENCE PAGE 11111•7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekOO 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 11 1Tei�fi• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M fabrication. storage. delivery. erection and bracing of trusses and truss systems. see ANSI/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 I Truss Truss Type Qty Ply Rottschalk 28-7-0 + 35-0-0 39-0-0 848120366 1608.047 B04 Roof Special 1 1 _ 4-0-0 LOADING (psf) SPACING- 2-0-0 Job Reference o tional' SYS I EMS FLUS LUMBER GU. ANUEKSUN, GA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:41:48 2016 Page 1 I D:tl2jNWczPcvYXB07Tf8WLGyowOG-9TV?xojJMduVu3Lg48nDWOr_TRo54?G4yXYAGlyodhH t -2-0-0_ 5-0-10 10-2-12 13-6-0 15-0-0 21-8-12 28-7-0 35-0-0 394-0 2-0-0 5-0-10 4-10-2 3-3-4 1$-0 6-8-12 6-10-8 6-8-12 4-0-0 Scale = 1:72.1 5x6 = 6x6 = 3x4 = 3x4 = 3x10 = urs 3x5 = 2x4 II 3x5 = 4x8 = 3x10 = 3x6 = 3x4 = 4x8 = 2x4 II i 5-0-10 10-2-12 15-0-0 21-8-12 1 28-7-0 + 35-0-0 39-0-0 5-0-10 4-10-2 - 4-9-4 6$-12 6-10-8 6-8-12 4-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (tort) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL) -0.06 N -O >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.30 Vert(TL) -0.19 O -Q >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.03 L n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH Weight: 226 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 WEBS REACTIONS. (Ib/size) B=279/0-5-8, R=1913/0-5-8, L=1063/Mechanical Max Horz B=205(LC 7) Max Uplift B=-82(LC 8), R=-199(LC 9), L=-173(LC 9) Max Grav 8=383(LC 19), R=1913(LC 1), L=1065(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-173/323, C -D=-135/625, D -E=-395/95, E -F=-458/119, F -G=-1141/217, G-1=1204/232, I -J=-602/135, J -K=-707/115, K -L=-1042/182 BOT CHORD B -S=-266/89, R -S=-266/89, Q -R=-504/62, O -Q=-96/424, N -O=-211/1140, M -N=-217/1204 WEBS C -R=-449/125, D -R=-1600/239, D -Q=-163/1236, E -Q=-83/340, F -Q=-1104/278, F -O=-170/968, G-0=-499/199, I -M=-812/148, K -M=129/885 Structural wood sheathing directly applied or 5-9-2 oc purlins, except end verticals. Rigid ceiling directly applied or 5-0-0 oc bracing. 1 Row at midpt I -M NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 82 Ib uplift at joint B, 199 Ib uplift at joint R and 173 Ib uplift at joint L. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNrY EUILDING DIVISION APPROVED pWESS/p q T EOn„ �, W C 75435 c1 ix EXP. 03/31/2018 ,t August 12,2016 r. WARNING •Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use on with MiTekO connectors. This design is based only upon parameters shown• and is for on individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual trusslv web and/or chord members only. Additional temporary and permanent bracing IYI is ooys required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the �/�iTek' fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSIJTPII Quality Criterla, 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. suit. tort Job Truss Truss Type Ory Ply Rot tSchalk LUMBER- BRACING - TOP CHORD 2X4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 DF No.18Btr G R48120367 1608-047 B05 Hip 1 1 Max Horz B=207(LC 7) Max Uplift B=-78(LC 8), 0=-180(LC 5), J=-105(LC 4) Max Grav B=374(LC 19), 0=1791(LC 1), J=1096(LC 20) Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:41:49 2016 Page 1 ID:tl2jN WczPcvYXB07Tf8WLGyowOG-dg3N88kx7wOMWDwl est S2bO6Jr2?pTDEBBljpkyodhG -2-0-0 5-4-10 1 Ti-2-12 14-0-0 20-5-5 26-10-11 33-4-0 39-4-0 2-0-0 5.4-10 4-0-2 3-9-4 6-5-5 6-5-5 6-5-5 6-0-0 5x6 = 3x4 = 3x4 = 5x6 = Scale = 1:70.8 3x5 = 2x4 It 3x5 = 5xB — 3x10 MT20HS = 3x4 = 4x8 —_ 2x4 11 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TPI2007 CSI. TC 0.52 BC 0.64 WB 0.74 Matrix -MSH DEFL. in Vert(LL) -0.17 Vert(TL) -0.45 Horz(TL) 0.04 floc) I/deft L/d K -L >999 240 K -L >774 180 J n/a n/a PLATES GRIP MT20 220/195 MT20HS 1651146 Weight: 216 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 DF No.18Btr G except end verticals. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt F -N, G -K REACTIONS. (Ib/size) B=368/0-5-8, 0=1791/0-5-8, J=1095/Mechanical Max Horz B=207(LC 7) Max Uplift B=-78(LC 8), 0=-180(LC 5), J=-105(LC 4) Max Grav B=374(LC 19), 0=1791(LC 1), J=1096(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Q BUTTE COUNTY TOP CHORD C -D=-100/431, D -E=-424/119, E -F=-3481112, F -G=1149/212, G -H=-758/161, H -1=-906/157,1-J=-1056/129 BUILDING DIVISION BOT CHORD N -O=-332/78, /994, K -L=-20511126 WEBS C -O=-451/120, D-0=11 -=11510/195, D -N=-118/11 73, F -N=-9391178, F -L=0/367, G -K=-569/149, 0 n I -K=-87/915 oVE APPROVED NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt= 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 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the lumber members. FESS/ ? 0 green p / 8) Refer to girder(s) for truss to truss connections.C`Q EC' j%O�1 Fly 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 78 Ib uplift at joint 8, 180 Ib uplift at joint �lV� �� 0 and 105 lb uplift at joint J. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. w C 75435Lu c m X EXP. 03/31/2018 * OFCP&\F�! - August 12,2016 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Milek9 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 verily the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated B to prevent buckfing of individual truss web and/or chord members only. Additional temporary and permanent bracing �T®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 Buflding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 JobTruss SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TPI2007 Truss Type Qty Ply Rottschalk ' TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-5-2 oc purlins, BOT CHORD 2X4 DF No. 1&Btr G 848120368 1608-047 B06 Hip 1 1 Max Horz B=219(LC 7) Max Uplift B=-73(LC 8), 0=-142(LC 8), J=-76(LC 4) Max Grav B=419(LC 19), 0=1731(LC 1), J=1111(LC 1) Job Reference o tional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:41:50 2016 Page 1 ID:tl2jNWczPcvYXB07TfBWLGyowOG-5sdIMTIZuE8D7NUDCZphbpwB2ESeYw8NQrl HLAyodhF -2-0-0 54-10 10-2-12 16-0-0 238-0 31-4-0 394-0 ' 2-0-0 54-10 4-10-2 5-94 7-8-0 7-8-0 8-0-0 5x6 = 6.00 12 3x8 = 5x6 = Scale = 1:71.8 3x5 = 2x4 II 3x5 = 48 = 3x10 = 2x4 II 48 = 3x4 II Sr -4-10 + 1012^12 i6A-0 234-0 314-0 394-0 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TPI2007 CSI. TC 0.91 BC 0.42 WB 0.70 Matrix -MSH DEFL. in Vert(LL) -0.08 Vert(TL) -0.22 Horz(TL) 0.03 (loc) Udefi L/d K -L >999 240 J -K >999 180 J n/a n/a PLATES GRIP MT20 220/195 Weight: 218 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-5-2 oc purlins, BOT CHORD 2X4 DF No. 1&Btr G except end verticals. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt G -N, G -K REACTIONS. (Ib/size) B=413/0-5-8, 0=1731/0.5-8, J=1111/Mechanical Max Horz B=219(LC 7) Max Uplift B=-73(LC 8), 0=-142(LC 8), J=-76(LC 4) Max Grav B=419(LC 19), 0=1731(LC 1), J=1111(LC 1) BUTTE COUNTY FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD C -E=-89/323, E -F=-690/141, F -G=564/131, G -H=-824/165, H -I=-1011/154, BUILDING DIVISION I -J=-1041 /116 BOT CHORD L -N=-166/1084, K -L=166/1084 WEBS C -O=-420/112, E-0=-1422/178, E -N=-86/1073, G -N=-761/117, G -L=0/426, G -K=433/109, APPROVED I -K=70/889 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 6) A plate rating reduction of 20% has been applied for the lumber members. QFESS/ 09 OjV green 7) Refer to girder(s) for truss to truss connections. �,� 1E0,0 01 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 73 Ib uplift at joint B, 142 Ib uplift at joint �lV� ��% 0 and 76 Ib uplift at joint J. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. C, C� C 75435 LIJ LU EXP. 03/31/2018 *„ OF CAL August 12,2016 ®WARNING - Ver(ry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTeW connectors. This design is based only upon parameters shown. and is for an individual building component. not �• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual Iruss 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 CrIterla, DSB-89 and BCSI Bullding Component 7777 Greenback Lane Safety Intormatlon available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Suite 109 Job I Truss Truss Type Qry Ply Rottschalk LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d 848120369 1608-047 B07 Hip 1 1 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.57 Vert(TL) -0.64 K -L >465 180 Job Reference (opt onal SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:41:51 2016 Page 1 I D:tl2jN WczPcvYXB07Tf8WLGyowOG-Z2B7ZplBfYH41 W3PmHKw8OTP4emWHNe WeVngtdyodhE -2-0-0 7-4-10 2-0-0 18-0 23-8.0 7-4-10 10.2 l 6 9-84-0 34-044 39-4-0 5-8-0 5-1-12 Scale = 1:71.9 5x6 = 6.00 12 3x8 = 5x6 = v m L .3x5 = 2x4 II 3x5 = 3x10 = 2x4 II 3x8 = 3x6 4x8 = 7-4-10 14-2-12 18-0.0 23-8-0 29-4-0 39.4-0 7-0-10 6-10.2 3.9-0 5-8-0 5-8-0 10-0.0 Plate Offsets (X,Y)-- fB:0-2-8.Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.70 Vert(LL) -0.25 K -L >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.57 Vert(TL) -0.64 K -L >465 180 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.03 K n/a n/a BCDL 10.0 Code IBC2012rTP12007 Matrix -MSH Weight: 238 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 DF No. 18Btr G except end verticals. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: O -P. WEBS 1 Row at midpt E -P, F-0, G-0, G -L, I -K REACTIONS. (Ib/size) B=618/0.5-8, P=1693/0-5-8, K=944/Mechanical Max Horz B=231 (LC 7) Max Uplift B=-92(LC 8), P=-160(LC 8), K=-78(LC 9) Max Grav 8=623(LC 19), P=1693(LC 1), K=1003(LC 22) BUTTE COUNTY FORCES. (Ib) -Max. Max. Ten. -All forces (Ib) or less except when shown. TOP CHORD B -C=-552/30, C -E=-60/262, E -F=-344/149, F -G=-2871136, G -H=-697/151, H -I=-834/152 BUILDING DIVISION N BOT CHORD B -Q=-94/417, P -Q=-94/417, M-0=97/672, L -M=-97/672, K -L=-80/591 WEBS C -Q=0/293, C -P=638/181, E -P=-1275/136, E-0=-41/885, G -O=-719/81, G -M=0/264, n n -K=-920/98 ,Li` els+ 1F� ®p V0E APPROVED NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 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 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 0FESS/ 6) A plate rating reduction of 20% has been applied for the green lumber members. Q 0 N 7) Refer to girder(s) for truss to truss connections. ED DO 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 92 Ib uplift at joint B, 160 Ib uplift at joint lv� AZ s P and 78 Ib uplift at joint K. CO Q 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. w C 75435 (P LU EXP. 03/31/2018 * rFQF CAO. August 12,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU-7473re, 10/03/2015 BEFORE USE. ■ Design valid for use only with MiTek® connectors. This design is based ony 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 SCSI Bugding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. _ srdtp sno Job Truss Truss Type Qty PlyRottSchalk 20.0 Plate Grip DOL 1.15 TCDL 10.0 R48120370 1608-047 808 Roof Special 1 1 YES BCDL 10.0 I WB 0.90 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:41:52 2016 Page 1 ID:tl2jNWczPcvYXB07TfBWLGyowOG-2FIWn9mpQrPxNgecJ_r9gEOeA29oOmVgt9 WNP3yodhD -2-0-0 7-4-10 14-2-12 20-0-0 + 23-M 27-4-0 31-0-0 35-0-0 39-0-0 12-0.0 7-4-10 6-10-2 5-9-4 3-8.0 3�-0 3-8-0 4-0-4 4-3-12 Scale = 1:73.1 6x6 = 6.00 12 5x6 = 3x5 = 2x4 II 3x4 = 5x6 = 3xB = 3x4 = 3x4 = 7-4-10 14-2-12 20-0-0 23-8-0 270-0 31-0-0 39-4-0 r 7-4-10 6-10-2 5-9-4 38-0 3-8-0 3.8-0 } 8-4-0 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code IBC2012/TP12007 CSI. DEFL. in (loc) I/deft Ud TC 0.42 Vert(LL) -0.10 L -M >999 240 BC 0.38 Vert(TL) -0.30 L -M >991 180 WB 0.90 Horz(TL) 0.03 L n/a n/a Matrix -MSH LUMBER- BRACING - TOP CHORD 2X4 OF No. 1&Btr G TOP CHORD BOT CHORD 2X4 DF No.1&Btr G WEBS 2X4 DF Stud/Std G BOT CHORD WEBS REACTIONS. (Ib/size) B=636/0-5-8, Q=1665/0-5-8, L=954/Mechanical Max Hoa 8=242(LC 7) Max Uplift B=-87(LC 8), Q=-188(LC 8), L=-120(LC 9) Max Grav B=638(LC 19), Q=1665(LC 1), L=994(LC 2) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-579/17, E -F=-502/138, F -G=564/171, G -H=-672/164, H -I= -746/162,1-J=-820/152 BOT CHORD B -R=-98/440, Q -R=-98/440, O -P=-47/399, N -O=-65/745, M -N=-63/694, L -M=-104/545 WEBS C -R=0/286, C -Q=-623/177, E -Q=-1237/180, E -P=-14/790, F -P=-515/66, F -O=-89/474, H -O=-453/150, J -M=0/277, J -L=-939/146 PLATES GRIP MT20 220/195 Weight: 261 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: P -Q. 1 Row at midpt E -Q, F -P, H -O, H -N, I -M NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=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 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0.0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 87 Ib uplift at joint B, 188 Ib uplift at joint Q and 120 Ib uplift at joint L. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 13UTTE COUNTY BUILDING DIVISION APPROVED ??'OFESS/6 TEOpOs�F� LU w C 75435 c M r*- J 03- 1!2018 ,/* qrF August 12,2016 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473rev. 10/03/2015 BEFORE USE. ■ Design valid for use only with MTekO conneclors. 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 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, DSB-89 and SCSI Building Component 7777Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite Ing Job Truss Truss Type Qty PlyRottschalk Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 848120371 1608-047 809 Roof Special 1 1 Code IBC2012/TP12007 WB 0.67 Horz(TL) 0.03 L n/a Job Reference o tional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:41:53 2016 Page 1 ID:112jNWczPcvYXB07Tf8WLGyowOG-WRJu VnRB9Xo_gDothMODRYo5SWCIHLp6pGxyVyodhC L2-0-0 , 7-4-10 14-2-12 19-9-1 23-11-15 29.11-13 32.11-0 3$-5r4 39-4-0 22-0-0 7-4-10 6-10-2 5-6-5 4-1-14 6-0.14 2-11-7 0.6-0 5-10-12 Scale = 1:71.6 5x6 6.00 112 5x6 3x5 = 2x4 II 3x4 = 5x6 = 3x8 = 3x4 = 3x5 = 2x4 II r r 14-2-12 235 29-11-13 335-4 39-4-0-4-10 41014 6-0-14 7 .10.12774.10 9 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code IBC2012/TP12007 LUMBER - TOP CHORD 2X4 DF No.1&Btr G BOT CHORD 2X4 DF No.1&Btr G WEBS 2X4 OF Stud/Std G CSI. DEFL. in (loc) I/deft L/d TC 0.47 Vert(LL) -0.04 N-0 >999 240 BC 0.24 Vert(TL) -0.13 N-0 >999 180 WB 0.67 Horz(TL) 0.03 L n/a n/a Matrix -MSH BRACING - TOP CHORD BOTCHORD WEBS REACTIONS. (Ib/size) B=623/0-5-8, Q=1687/0-5-8, L=952/Mechanical Max Harz B=240(LC 7) Max Uplift B=-88(LC 8), 10=186(1_C 8), L=-122(LC 9) Max Grav B=631 (LC 19), Q=1687(LC 1), L=952(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-566/20, C -E=-65/260, E -F=-462/139, F -G=-556/178, G -H=-688/151, H -I=-824/160, I -K=768/111, K -L=-898/150 BOT CHORD B -R=-95/428, Q -R=-95/428, O -P=45/361, N -O=-97/820, M -N=-93/645 WEBS C -R=0/287, C -Q=-626/177, E -Q=-1259/176, E -P=-12/803, F -P=-547/62, F -O=-97/512, H -O=-406/146, I -N=-12/400, I -M=-334/106, K -M=-70/759 PLATES GRIP MT20 220/195 Weight: 246 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing, Except: 6-0-0 oc bracing: P -Q. 1 Row at mid pt E -Q, F -P, G -O, H -O SUTTE COUNTY BUILDING DIVISION APPROVED ED NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide FESS/ ESSI will fit between the bottom chord and any other members, with BCDL = 10.Opsf. Op� O�q 6) A plate rating reduction of 20% has been applied for the green lumber members.EQD 7) Refer to girder(s) for truss to truss connections. Q 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 88 Ib uplift at joint B, 186 Ib uplift at joint Co JQ., S9+�� Q and 122 Ib uplift at joint L. w C 75435 c m W P. 03131 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. /2018 O August 12,2016 ®WARNING. Verifydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/3015 BEFORE USE. Design valid for use only with Mi 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 11 A'�®1�' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M1f9 it 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. e,,;rn inq Job ,.1 Truss Truss Type Qty Ply Rottschalk , Well Ud TCLL 20.0 Plate Grip DOL 848120372 1608-047 B10 Roof Special 1 1 240 TCDL 10.0 Lumber DOL 1.15 BC 0.37 Vert(TL) Job Reference o tional SYSTEMS PLUS LUMBER GO, ANDERSON, GA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:41:54 2016 Page 1 I D:tl2jNWczPcvYXB07Tf8WLGyowOG-_dtGBro3yTffc_o_RPtdlf5?7sg0UkbzLT?U UyyodhB -2-0-0 74-10 14-2-12 19-9-1 23-10-15 27-11-6 31-11-13 34-114 35-5r4 39-4-0 2- 0 -74-10 6-10-2 5-0-5 4-1-14 4-0-7 4-0-7 2-11-7 0-6-0 3-10-12 Scale = 1:71.6 • 5x6 = 6.00 12 5x6 F G 3x5 = 2x4 II 3x5 = 545 = 3x8 = 3x8 = 3x5 = 2x4 II 74-10 14-2-12 1g-9-1 23-10-15 31-11-13 35-54 394-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL: in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.10 O -P >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.37 Vert(TL) -0.28 0-P >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.03 M n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD BOT CHORD 2X4 DF No. 1&Btr G WEBS 2X4 OF Stud/Std G BOT CHORD WEBS REACTIONS. (Ib/size) 8=615/0-5-8, R=1699/0-5-8, M=949/Mechanical i Max Hoa B=240(LC 7) Max Uplift B=-88(LC 8), R=185(1 -C 8), M=-121(LC 9) Max Grav B=628(LC 19), R=1699(LC 1), M=949(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-558/21, C -E=-63/273, E -F=-457/136, F -G=-564/169, G -H=-684/163, H -I=-987/188, I -J=-866/130, J -L=-621/83, L -M=-910/139 BOT CHORD B -S=-95/421, R -S=-95/421, P -Q=-43/359, O -P=-75/732, N -O=-92/544 WEBS- C -S=0/287, C -R=-625/178, E -R=-12681176, E -Q=-16/819, F -Q=566/59, F -P=-82/525, H -P=-401/183, H -O=-60/272, 1-0=592/157, J -O=-27/637, J -N=-515/103, L -N=-90/773 PLATES GRIP MT20 220/195 Weight: 251 Ib FT = 201% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: Q -R. 1 Row at midpt E -R, F -Q, H -P NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=11 Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 88 Ib uplift at joint B, 185 Ib uplift at joint R and 121 Ib uplift at joint M. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNTY BUILDING DIVISION APPROVE® �;/�OFESS/p EEon„ e 1L o C 754.35 m CKX b* EXP. 03/31/2018 OF August 12,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7071 rev. 10/03/201 S 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 r�, 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 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 I Truss Truss Type Ory DEFL. in I I/defl Ud TCLL 20.0 �Ply1Rottschalk848120373 , 1.15 1608-047 B11 Piggyback Base 1 240 TCDL 10.0 Lumber DOL 1.15 BC 0.24 Vert(TL) Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 1 8.010 s Apr 20 2016 MiTek Industries, Inc. Fn Aug 12 09:41:55 2Utb Page 1 I D:tl2jN WczPcvYXB07TBWLGyowOG-SpRePBoijmn WE8NB?6Pslsd8XFCjDBg6Z71200yodhA i -2-0-0 7-4.10 14-2-12 19-9-1 23-10.15 28-11-6 _ 33-11-13 39-4-0 2-0-0 7-4-10 6-10.2 5-6-5 4-1-14 5-0-7 5-0-7 5-4-3 N O M Scale = 1:70.4 5x6 = _ 6.00 F12 54 F G 3x5 = 2x4 II 3x5 = 5x6 = 3x8 = 3x4 = 4x5 = 2x4 11 7-4-10 14-2-12 19-9-1 23-10.15 2641-6 33-11-13 39-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL , 1.15 TC 0.48 Vert(LL) -0.04 M -N >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.24 Vert(TL) -0.11 Q -T >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.03 K n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH LUMBER- BRACING - TOP CHORD 2X4 OF No. 18Btr G TOP CHORD BOT CHORD 2X4 DF No. I&Btr G WEBS 2X4 DF Stud/Std G BOT CHORD WEBS REACTIONS. (Ib/size) K=935/0.5-8, B=601/0 -5-8,P=1719/0-5-8 Max Horz B=263(LC 7) Max Uplift 0-119(LC 9), 8=-86(LC 8), P=-186(LC 8) Max Grav K=935(LC 1), B=620(LC 19), P=1719(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-541/16, C -E=-72/293, E -F=-429/124, F -G=-520/152, G -H=-651/137, H -I=-900/109, I -J=-816/62, J -K=-884/142 BOT CHORD B -Q=-105/407, P -Q=-105/407, N -O=-55/333, M -N=106/752, L -M=-120/798 WEBS C -Q=0/288, C -P=-626/177, E -P=-1292/176, E-0=-21/817, F -O=-567/71, F -N=-88/507, H -N= -433/143,1 -L= -626/156,)-L=-123/1086 PLATES GRIP MT20 220/195 Weight: 243 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: O -P. 1 Row at midpt E -P, F-0, G -N, H -N NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 119 Ib uplift at joint K, 86 Ib uplift at joint B and 186 Ib uplift at joint P. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. N 6 v N 0 BU urs°, C.uNTY L®ING DIVISION APPS®VE 99,0FESS/pN\ /����� TEOp�Z9 LU w X C 75435 `�c R1 ;0 EXP, 03/31/2018 J* OF August 12,2016 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MOekO connectors. This design is based only upon parameters shown. and is for an individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall B A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing py1iTek• is alwoys required for stability and to prevent collapse wilh 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 Rottschalk ' TCDL 10.0 Lumber DOL 1.15 R48120374 1608-047 B12 Piggyback Base 1 1 Code IBC2012/TPI2007 >999 180 WB 0.67 Horz(TL) Job Reference o tional SYSTEMS PLUS LUMBER CO. ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:41:55 2016 Page 1 ID:l12jN WczPcvYXB07Tf8WLGyowOG-SpRePBoijmn WEBNB?6PslsdArFCiDBg6Z71200yodhA -2-0-0 7-4-10 14-2-121 19-9-1 23-10.15 -� 29-7-8 35.4.0 39-4-0 2-0-0 7-4-10 6-10-2 5-6-5 4-1-14 5-8-8 5-8.8 4-0-0 N O Scale = 1:70.4 5x6 = _ 6.00 F12 5x6 3x5 — 2x4 II 3x5 = 5x6 = 3x8 = 3x4 = 4x5 = 2x4 II 7-4-1014-2-12 I 19-9-1 1 23-10.15 + 29-7-8 35-4-0 39.4-0 7-4-10 6-10.2 5-6-5 4-1-14 Plate Offsets (X Y)-- 1B:0-2-8 Edqel fF:0-3-0 042-01, 1G:0 -3-0.0-2-01, (1:0-2-12.0-2-01, 10:0-3-0.0-3-01 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code IBC2012/TPI2007 LUMBER - TOP CHORD 2X4 DF No.1 &Btr G BOT CHORD 2X4 DF No.1 &Btr G WEBS 2X4 OF Stud/Std G CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TC 0.33 Vert(LL) -0.04 M -N >999 240 MT20 220/195 BC 0.24 Vert(TL) -0.12 M -N >999 180 WB 0.67 Horz(TL) 0.03 K n/a n/a Matrix -MSH Weight: 239 Ib FT = 20% BRACING TOP CHORD BOTCHORD WEBS REACTIONS. (Ib/size) K=940/0-5-8, B=609/0-5-8, P=1706/0-5-8 Max Horz 8=240(LC 7) Max Uplift K=-117(LC 9), B=-87(LC 8), P=-185(LC 8) Max Grav K=940(LC 1), B=625(LC 19), P=1706(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-552/18, C -E=-59/279, E -F=-440/131, F -G=-529/168, G -H=672/151, H -I=-956/124, I -J=-783/66, J -K=-904/131 BOT CHORD B -Q=-98/416, P -Q=-98/416, N-0=38/342, M -N=-99/791, L -M=-112/757 WEBS C -Q=0/288, C -P=-626/177, E -P=-1278/175, E-0=-14/807, F -O=-559/65, F -N=-91/506, H -N= -435/156,1 -L= -691/158,J -L=-128/1102 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: O -P. 1 Row at midpt E -P, F -O, G -N, H -N BUTTE COUNTY BUILDING DIVISION APPROVED NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide pFESS/ 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. 1E0 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 117 Ib uplift at joint K, 87 Ib uplift at joint �lV� �� 001 �yc B and 185 Ib uplift at joint P. Uj JQ �� Z 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. !Q C 75435 W * EXP. 03/31/2018 OF CAI -W August 12,2016 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 10/03/2015 BEFORE USE. ■ Design valid for use only with MiTeKD 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 individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k� is alwoys required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the labrication. storage. delivery. erection and bracing of trusses and truss systems, see ANSItiPII 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 ON Ply Rottschalk (loc) ` Ud TCLL 20.0 Plate Grip DOL R48120375 1608-047 B13 PIGGYBACK BASE 1 1 240 TCDL 10.0 Lumber DOL 1.15 BC 0.67 Vert(TL) Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:41:56 2016 Page 1 I D:tl2jN WczPcvYXB07Tf8WLGyowOG-w0_OcXpKU4vNslyNYgw5r4AGAfR7yekGonUbZgyodh9 -2�_I 7-4-10 14-2-1219-9-1 23-10-15 31-5-12 39.4-0 2-0-0 7-4-10 6-10-2 545-5 4-1-14 7Fi-12 7-10-4 Scale = 1:71.9 5x6 = _ 6.00 12 5x6 3x5 %, 2x4 II 3x4 = 6x8 = v V^V 4x12. _ 3x8 3x4 II = 0 - 9 - -10- 3 - - 9 7-4-10 6-10-2 5-1.4 0- -1 4-1-14 0- •1 7-1-12 7-104 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.68 Vert(LL) -0.17 K -L >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.67 Vert(TL) -0.50 K -L >597 180 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.08 J n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH B-0=0/1471, N-0=0/1471, M -N=0/1041, L -M=0/1194, K -L=-14/1433 WEBS C-0=0/290, C -N=-625/178, E -N=-755/124, E -M=0/373, H -L=-334/211, I -K=0/1429, 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 'Except' BOT CHORD F-M,G-L: 2X4 DF No.2 G WEBS JOINTS REACTIONS. (Ib/size) B=1155/0 -5 -8,N=1024/0 -5-8,J=132710-5-8 Max Horz 8=198(LC 12) Max Uplift B=-34(LC 9), N=141(1 -C 8), J=-59(LC 9) Max Grav B=1155(LC 1), N=1151(LC 19), J=1347(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1722/102, C -E=-1214/165, E -F=1375/106, F -G=-1260/112, G -H=-1487/77, 1-1-1=1676/75, I -J=-1286/99 BOT CHORD B-0=0/1471, N-0=0/1471, M -N=0/1041, L -M=0/1194, K -L=-14/1433 WEBS C-0=0/290, C -N=-625/178, E -N=-755/124, E -M=0/373, H -L=-334/211, I -K=0/1429, G -Q=-45/276, L -Q=-60/396 PLATES GRIP MT20 220/195 Weight: 231 Ib FT = 20% Structural wood sheathing directly applied or 4-6-4 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt H -L 1 Brace at Jt(s): P, Q NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) 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 3) 250.01b AC unit load placed on the top chord, 21-10-0 from left end, supported at two points, 4-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0.0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 Ib uplift at joint B, 141 Ib uplift at joint N and 59 Ib uplift at joint J. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK P.EFERENCE PAGE M11 -7473 r., 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parome`ers shown, and is for an individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria. DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. SUTTE COUNTY EUILDING DIVISION APPROVED F ESS/pNq S EOp�s�F2c. w C 75435 c M * EXP. 03131/2018 EOFCAU\ — August 12,2016 MiTek" 7777 Greenback Lane Suite 109 Job Truss Truss Type Qty Ply Rottschalk 848120376 [Job 1608-047 CO1 Hip Girder 1 Reference (optional) JT O I CMJ F'LUJ LUMULK CU, ANUtKSUN, GA 8.010 s Apr ZO 2016 MITek Industries, Inc. Fn Aug 12 09:41:58 2016 Page 1 ID:tl2jN WczPcvYXB07Tf8WLGyowOG-sO6n i Dra?h945b6lgFyZwVFjoTGUQbQYF5zidjyodh7 -2-0-0 3-34 6-0-0 10-2-12 15-7-6 21-0-0 23-8-12 27-0-0 29-0-0 2-0-0 3-3-4 2-8.12 4-2-12 5-4-10 5-4-10 2-8.12 3-3-4 2-0-0 Scale = 1:51.3 4x4 — NAILED NAILED NAILED NAILED NAILED NAILED 4x10 NAILED NAILED 3x4 NAILED 4x4 6.00 12 D V E W X Y F Z AA 3x4 i 11 nn nn to 3x4 C H R 8 a\ 1 oA / J Q PL f N ML K AB AC AD7AE AF 3x4 = 3x4 = 2x4 II 3x8 _t. 2x4 3x8 2x4 II ,NAILED NAILED 4x5 =NAILED NAILED = I 3x4 = HJC26 4x6 4x6 NAILED \�'.__--NAILED HJC26 3-34� 6-0-0 10-2-12 15-7-0 21-0-0 1 23-8-12 27.0-0 3-3-4 2-8-12 4-2-12 5-4-10 5-4-10 2-8-12 3-34 Plate Offsets (X.Y)— i1:0-0-4.Edae1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) -0.02 L -M >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.10 Vert(TL) -0.07 L -M >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.49 Horz(TL) 0.01 1 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH • Weight: 297 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X6 OF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2X4 OF Stud/Std G 6-0-0 oc bracing: N-P,M-N. REACTIONS. (Ib/size) B=494/0-5-8, N=2� 545/015-8, 1=1123/0-5-8 Max Horz B=63(LC 8) \'� Max Uplift B=-122(LC 8), N=-456(LC 5), 1=-226(LC 9) Max Grav B=505(LC 19), N=2545(LC 1), 1=1129(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-543/119, C -D=-306/108, D -E=-256/118, E -F=-1240/302, F -G=-1595/335, ����� G -H=-1797/347, H-1=1884/344 BUTTE BOT CHORD B -Q=-95/460, P -Q=-95/460, N -P=-735/156, M -N=-735/156, L -M=-220/1240, K -L=-234/1660, ��IL®I �/ I -K=234/1660 NG DIVISION WEBS C -P=-255/69, E -P=-191/1150, E -N=-2226/530, E -M=-381/2206, F -M=-831/333, NOTES= (13) � F -L=-63/408, G -L=0/433 APPROVED. �`�6FI10g P ��qq �T//®Q /E®, 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. OF ESS/ 4) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; p� �N MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate ���0 (EOp Q grip DOL=1.33 Q 5) Provide adequate drainage to prevent water ponding. C-0 t C1S� G� 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. (P ` O C 7543) m 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 W {L C i r1 will fit between the bottom chord and any other members. X 8) A plate rating reduction of 20% has been applied for, the green lumber members. * XP. 03/31/2018 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 122 Ib uplift at joint B, 456 Ib uplift at joint N and 226 Ib uplift at joint 1. 10) Use USP HJC26 (With 16d nails into Girder & 10d nails into Truss) or equivalent spaced at 14-11-4 oc max. starting at 6-0-6 from the left end to 20-11-10 to connect truss(es) to back face of bottom chord._ 11) Fill all nail holes where hanger is in contact with lumber. EOFCAI.\F 12) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"0.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. August 12,2015 'A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/0312015 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 verily the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mire k, is alvrays 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 Job Truss Truss Type Qty Ply chatk , 848120376 T2b"Reference 1608-047 - COi Hip Girder 1 _ (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:41:58 2016 Page 2 I D:tl2jN WczPcvYXB07Tf8WLGyowOG-sO6n 1 Dra?h945b6lg FyZwVFjoTGUQbQYF5zidjyodh7 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -D=60, D -G=-60, G -J=60, B -I=-20 Concentrated Loads (lb) Vert: D= -88(B) G= -88(B) 0=-49(B) P=337(13) E= -88(B) L= -337(B) V= -88(B) W= -88(B) X= -88(B) Y= -88(B) Z= -88(B) AA= -88(8) AB= -49(B) AC= -49(B) AD= -49(B) AE= -49(B) AF= -49(B) r• T 1 E COU1 V e i BUILDING DIVISION APPROVED ®WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. _ Design valid for use only with 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 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 11 Ai�®1�' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the �Y� Il 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 CSI. DEFL. Rottschalk848120377 floc) I/defl L/d �Qty �Job 1.15 1608-047 CO2 Hip 1 >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.37 Vert(TL) Reference (optional) OTO I CMJ r-LUO LUIVIOCK UU, AIVUCKOUIV, uA B.U1U s Apr ZU ZU1B MiTek industries, Inc. Fn Aug 12 09:41:59 2016 Page 1 I D:tl2jN WczPcvYXB07Tf8WLGyowOG-Kbg9FYsCm?HxjlhyEyToSiord1Yb922iUljF99yodh6 -2-0-0 8-0-0 10-2-12 14-7-6 19.0-0 27-0-0 29-0-0 2-0-0 8-0-0 2-2-12 4-4-10 4-4-10 8-0-0 2-0-0 4x8 = 3x4 = C D 3x4 = 45 = E F Scale = 1:51.3 3x4 = 3x4 = 4x4 4x4 = 3x4 = I 8-0-0 10^2-12 19-" 27-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.09 I -J >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.37 Vert(TL) -0.28 I -J >725 180 BCLL. 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.01 G n/a n/a BCDL 10.0 Code IBC2012rrP12007 Matrix -MSH LUMBER - TOP CHORD 2X4 DF No.18Btr G BOT CHORD 2X4 DF No.18Btr G WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) B=481/0-5-8, J=1159/0-5-8, G=760/0-5-8 Max Horz B=80(LC 8) Max Uplift 8=-129(LC 8), J=-75(LC 5), G=-136(LC 9) Max Grav 8=493(LC 19), J=1159(LC 1), G=760(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD E -F=-606/119, F -G=-780/80 BOT CHORD 1-J=-39/350, G-1=0/603 WEBS C -L=-285/91, D -L=-72/451, D -J=-552/95, E -J=-737/119, E-1=0/353 PLATES GRIP MT20 220/195 Weight: 118 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BUTTE CCUNW BUILDING DIVISION APPROVED Y E® NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 129 Ib uplift at joint B, 75 Ib uplift at joint P O F J and 136 Ib uplift at joint G. Fi 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. �lL� r, UJ 1IJ C 75435 �l rn cc EXP. 03/31/2018 l August 12,2016 ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �- a truss system. Before use. the building designer must verity the appricobirity, 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 Cdfedo, 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 Job Truss Truss Type Ory PlyRottschalk Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 848120378 1608-047 CO3 Hip 1 1 Code IBC2012/TP12007 WB 0.42 Horz(TL) 0.01 G n/a Job Reference o tional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:42:00 2016 Page 1 ID:t12jNWczPcvYXB07Tf8WLGyowOG-pnEXSusgXJPoKvF8nf 17wLOmGvquWydOSoibyodh5 2-0-0 5-3 4 10-0-0 17-0-0 21-8-12 27-0-0 29-0-0 2-0-0 5-3-4 4-8-12 7-0-0 4-8-12 5-3-0 2-0-0 6x6 = 45 = Scale = 1:51.3 2x4 II 3X0 6x6 = 4x8 2x4 = II 3x4 = 3x4 = 5-3-4 -0- 0 12 -0-0 1-0- 227-0-0 5-3-4 4-8-12 0- -12 6-94 4-8-12 5-34 LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code IBC2012/TP12007 LUMBER - TOP CHORD 2X4 DF No.18Btr G BOT CHORD 2X4 DF No.18Btr G WEBS 2X4 OF Stud/Std G CSI. DEFL. in (loc) Vdefl L/d TC 0.45 Vert(LL) -0.05 J -K >999 240 BC 0.24 Vert(TL) -0.15 J -K >999 180 WB 0.42 Horz(TL) 0.01 G n/a n/a Matrix -MSH REACTIONS. (Ib/size) 8=404/0 -5 -8,K=1251/0 -5-8,G=744/0-5-8 Max Horz B=96(LC 8) Max Uplift B=-96(LC 8), K=-51(LC 8), G=-136(LC 9) Max Grav B=435(LC 19), K=1251(LC 1), G=761 (LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-269/65, C -D=0/309, D -E=-491/139, E -F=601/123, F -G=-968/152 BOT CHORD I -J=-40/809, G-1=40/809 WEBS C -K=-402/139, D -K=-915/71, D -J=-50/793, F -J=-375/136 PLATES GRIP MT20 220/195 Weight: 127 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 96 Ib uplift at joint 8, 51 Ib uplift at joint K and 136 Ib uplift at joint G. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNri BUILDING DIVISION APPROVED 99,0FESS/pN IEOD q�F WPC 75435 �� EXP, 03/31/2018 OFCAli_ August 12,2016 WARNING -Ver(/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11•7473 rev. 10/07/2015 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 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 ��Tek, is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage. delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Sheet. Suite 312, Alexandria. VA 22314. Suite 109 Job Truss Truss Type Qty PlyRottschalk Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 R48120379 1608-047 C04 Hip 1 1 Code IBC2012/TPI2007 WB 0.43 Horz(TL) 0.02 H n/a Job Reference o liana/ SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:42:01 2016 Page 1 I D:l12jN WczPcvYXB07Tf8 WLGyowOG-HzovfElTlcXty3gKLN WGY7tEggFhdz2?y2CME2yodh4 2-0-0 5-4-1010-2-12 12-0-0 15-0-0 20.8-12 27-0-0 29.0-0 2-0-0 5-4-10 4-10-2 1-9-4 3-0-0 5-8-12 6-3-0 2-0-0 6x6 = 1- / 04 = Scale = 1:51.3 3x4 = 2x4 II 3X0 3x4 = 3x4 = 3x8 = 2x4 II 3x4 = 54-10 10-2-12 12-0-0 15-0-0 20.8-12 27-0.0 5.4-10 4-10-2 1-9-4 3-0-0 5-8-12 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code IBC2012/TPI2007 LUMBER - TOP CHORD 2X4 DF No.1&Btr G BOT CHORD 2X4 DF No.t&Btr G WEBS 2X4 DF Stud/Std G CSI. DEFL. in (loc) I/defl Ud TC 0.24 Vert(LL) -0.02 J -U >999 240 BC 0.20 Vert(TL) -0.08 J -K >999 180 WB 0.43 Horz(TL) 0.02 H n/a n/a Matrix -MSH REACTIONS. (Ib/size) B=450/0-5-8, M=1205/0-5-8, H=746/0-5-8 Max Horz B=-112(LC 13) Max Uplift B=-87(LC 8), M=-92(LC 8), H=-141(LC 9) Max Grav B=474(LC 19), M=1205(LC 1), H=759(LC 20) PLATES GRIP MT20 220/195 Weight: 144 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, Except: 6-0-0 oc bracing: L -M. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-354/50, E -F=-305/145, F -G=421/124, G -H=-924/153 BOT CHORD B -O=-48/263, M -O=-48/263, J -K=-30/762, H -J=-30/762 WEBS C -M=-437/127, D -M=877/76, D -L=0/567, E -L=-553/7, E -K=-67/557, G -K=-529/159 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 87 Ib uplift at joint B, 92 Ib uplift at joint M and 141 Ib uplift at joint H. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNTY BUILDING DIVISION APPROVED QRpF ES.S/pN� IEOp. q�F A.Z �O Off, 2cCO . WPG 75435 0 m * EXP. 03/31/2018 OF August 12,2016 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only With MirekO 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 iViiT®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 I Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply Rottschalk 1.15 TCDL 10.0 Lumber DOL 1.15 848120380 1608-047 C05 Common 3 1 Code IBC2012/TPI2007 n/a n/a Matrix -MSH Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:42:01 2016 Page 1 I D:l12jN WczPcvYXB07Tf8WLGyowOG-HzovfEtTlcXty3gKLN WGY7tCGgDQdtS?y2CME2yodh4 -2-0-0 54-10 10-2-12 13.6-0 .19-11-12 27-0-0 29-0-0 2-0-0 54-10 4-10-2 - 3-34 6-5-12 7-0-4 2-0-0 Scale = 1:49.7 4x6 = dA 3x4 = 2x4 II — — 3x8 = ""' — 3x5 = 54-10 10-2-12 1 B4-2 27-0-0 r 5-4-10 4-10-2 8-1.6 8-7-14 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code IBC2012/TPI2007 LUMBER - TOP CHORD 2X4 DF NO.1&Btf G BOT CHORD 2X4 DF No.t&Btr G WEBS 2X4 DF Stud/Std G CSI. DEFL. in floc) Vclefl Lid TC 0.33 Vert(LL) -0.11 I -J >999 240 BC 0.34 Vert(TL) -0.23 I -J >866 180 WB 0.79 Horz(TL) 0.01 G n/a n/a Matrix -MSH REACTIONS. (Ib/size) B=392/0 -5 -8,J=1294/0 -5-8.G=715/0-5-8 Max Hoa B=125(LC 8) Max Uplift B=-75(LC 8), J=-128(LC 8), G=-139(LC 9) Max Grav 8=431(LC 19), J=1294(LC 1), G=725(LC 20) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-256/67, C -D=-39/370, D -E=0/351, E -F=-611/198, F -G=-778/160 BOT CHORD G-1=281626 WEBS C -J=-431/139, D -J=-258/145, E -J=-783/71, E -I=-120/641, F -I=-389/221 PLATES GRIP MT20 2201195 Weight: 127 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 75 Ib uplift at joint B, 128 Ib uplift at joint J and 139 Ib uplift at joint G. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUMr LDING DIVISION APPROVE® ?RpFESS/ON IEODOZ9 ,L w C 75435 sC m IX X YXc P. 03/31/2018 l h OF August 12,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon porameters 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 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 Rottschalk 4-10-2 8-1-6 8-7-14 Plate Offsets (X,Y)-- [G:0-2-10.0-1-81 848120381 1608.047 C06 Common 2 1 2-0-0 CSI. DEFL. in (loc) I/def] Ud PLATES GRIP TCLL 20.0 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:42:02 2016 Page 1 ID:tl2jNWczPcvYXB07Tf8WLGyowOG-IAMItau53wIWaDPXv41 V4LONy4ZbMKfBAixvtnUyodh3 -2.0.0 5-4-10 10-2-12 _ 13-6-0 19-11-12 27-0.0 2-0A 1 5.4-10 4-10.2 3-3-4 6-5-12 7 -OA Scale: 1/4"=1' 4x8 = 3x4 = 2x4 It 3XO 3x8 = 3x4 — 3x5 5�-10 10-2-12 18-4-2 27-0-0 s-4-10 4-10-2 8-1-6 8-7-14 Plate Offsets (X,Y)-- [G:0-2-10.0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def] Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL) -0.11 H-1 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.35 Vert(TL) -0.23 H-1 >872 180 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.01 G n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH Weight: 124 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 OF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) G=593/0 -5-8,B=392/0-5-8,1=1295/0-5-8 Max Horz 8=141(LC 8) Max Uplift G=-94(LC 9), B=-72(LC 8), 1=-133(LC 8) Max Grav G=603(LC 20), B=4311 (LC 19), 1=1295(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. suds VOUN TOP CHORD B -C=-256/67, C -D=-46/369, D -E=0/350, E -F=-618/192, F -G=-785/154 ��I��I'i��� ��e1�Cf V� BOTCHORD G -H=-56/634 Y WEBS C-1=-431/139, D-1=-258/145, E-1=-786/83, E -H=-123/650, F -H=-393/222 APPROVED � � ����� NOTES- (7) 1) Unbalanced roof five loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 Ib uplift at joint G, 72 Ib uplift at joint B and 133 Ib uplift joint I. p N� 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. R FESS/ � Z EOD . `Fti CO Q LUW� C 75435 FC m X X * EXP. 03/31/2018 uFCAI-W-1 August 12,2016 ® WARNING - Verky desi0n parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek4 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. B -acing indicated is to prevent buckling of individual Truss web and/or chord members only. Additionof temporary and permanent bracing IL iT 1�• is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the M Feil fabrication. storage, delivery. erection and bracing of trusses and truss systems, see ANSI/IPII Quality Criteria, DSS -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 Chrus Heights, CA 95610 Job I Truss Truss Type Qty Ply Rottschalk I/deft Ud TCLL 20.0 Plate Grip DOL 1.15 R48120382 1608-047 C06D COMMON 1 1 Lumber DOL 1.15 BC 0.35 Vert(TL) -0.23 H-1 >872 Job Reference a tional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr,20 2016 MiTek Industries, Inc. Fri Aug 12 09:42:03 2016 Page 1 ID:tl2jNWczPcvYXB07Tf8WLGyowOG-DMvg4wAgEnNBN, jToYkdYzYiUvg5nvHPMhTlwyodh2 -2-0-0 5-4-10 10-2-t2 13-6-0 _ 19-11-12 27-0-0 2-0-0 5-0-10 4-10-2 33.4 6-5-12 7-04 Scale: 114"=1' 4x6 = 3x4 i 2x4 II "`O 3x8 = 3%4 — 3x8 = 5-4-10 10.2^12i 18-4-2 27_0.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL) -0.11 H-1 >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.35 Vert(TL) -0.23 H-1 >872 180 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.01 1 n/a n/a BCDL 10.0 Code IBC2012rrP12007 Matrix -MSH LUMBER - TOP CHORD 2X4 DF No.18Btr G BOT CHORD 2X4 DF No.18Btr G WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) G=593/0-5-8, B=392/0-5-8, 1=1295/0-5-8 Max Horz B=141(LC 27) Max Uplift G=-901(LC 30), B=-741(LC 27), 1=-271(LC 27) Max Grav G=1104(LC 39), B=843(LC 40), 1=1295(LC 1) PLATES GRIP MT20 220/195 Weight: 124 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-7-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-3-9 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1464/1397, C -D=-859/953, D -E=170/365, E -F=-1 2 1 211 0 74, F -G=-2065/1833 BOT CHORD B -K=1294/1384, I -K=-756/846, H-1=-628/756, G -H=-1586/1822 WEBS C -I=-431/167, D -I=-258/153, E -I=-786/240, E -H=-141/650, F -H=393/231 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever lett and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCOL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capab:e of withstanding 901 Ib uplift at joint G, 741 Ib uplift at joint B and 271 Ib uplift at joint I. 7) 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 27-0-0 for 111.1 plf. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNTY BUILDING DIVISION APPROVED "Do'OFESS/0N� R_� S EOpOs l��c i wILL!P C75435 �`rCr c * EXP. 03/31/2018 OF C August 12,2016 ® WARNING - Verily desfgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473., 10/03/2015 BEFORE USE. Design valid for use only with M7ek0 connectors. This design is based only upon paramelers shown, and is for on individual building component. not �, a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall (�/J 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/17111 Quality Criteria, DSB-89 and SCSI Building Component 7777Greenback Lane Sofety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite tog Job Truss Truss Type Qty Ply Rotlschalk LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Sir G TOP CHORD 848120383 1608-047 D01 Hip Girder 1 REACTIONS. (Ib/size) 8=X00/0-5-8, H=116999/0-5-8 Job Reference o tional SYSTEMS PLUS LUMBER CO, ANDERSON, CA . 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:42:05 2016 Page 1 ID:tl2jN WczPcvYXB07Tf8 WLGyowOG.911 QVcwzMr15Rg86aDaCiz2wJHeyZgRasgAZNpyodhO -2-0-0 + 3-3-4 6-0-0 11-0-0 16-0-0 18.8-12 22-0-0 21 4� 2-0-0 3-3-4 2.8-12 5-0-0 5-0-0 2-8.12 3-3-4 2-0-0 Scale = 1:43.0 4x4 = NAILED NAILED NAILED NAILED NAILED 3x8 NAILED 4x4 -"- 2x4 11 3x8 = , '"'- — ""` 2x4 11 """'-` 3x8 = 2x4 HJC26 NAILED NAILED HJC26 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2012ITP12007 CSI. TC 0.20 BC 0.18 WB 0.21 Matrix -MSH DEFL. in Vert(LL) -0.05 Vert(TL) -0.15 Horz(TL) 0.04 (loc) Udefl L/d L >999 240 L >999 180 H n/a n/a PLATES GRIP MT20 220/195 Weight: 241 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Sir G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X6 DF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) 8=X00/0-5-8, H=116999/0-5-8 Max Horz B=-63(LC 28) Max Uplift B=-300(LC 8), H=-300(LC 9) I BUTTE FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. COUNTY TOP CHORD B -C=-3137/507, C -D=-3106/528, D -E=-2749/487, E -F=-2748/187, F -G=-3105/528, DUIL.®ING G -H=-3135/507 DIVISION BOT CHORD B -O=-440/2779, N-0=440/2779, L -N=-569/3518, K -L=569/351 B, J -K=-389/2778, H -J=389/2778 APPROVED WEBS D -N=-67/968, E -N=-931/202, E -L=0/374, E -K=-932/201, F -K=-66/967 NOTES- (13) 1) 2 -ply truss to be connected together with 1 O (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=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 p N 5) Provide adequate drainage to prevent water ponding. (Z pFESS/ 0 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.I EODO � 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 lV �fi 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. O C P 754 m 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 300 lb uplift at joint B and 300 Ib uplift at W UJ G Pn joint H. of X 10) Use USP HJC26 (With 16d nails into Girder & 1 O nails into Truss) or equivalent spaced at 9-11-4 oc max. starting at 6-0-6 from 03/31/2018 the left end to 15-11-10 to connect truss(es) to back face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 12) "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. 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. lq��OF CA\ W LOAD CASE(S) Standard August 12,2016 ® WARNING - Verity dasign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekG connectors. This design is based only upon parameters shown. and is for an individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual two web and/or chord members only. Additional temporary and permanent bracing iwiTe k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Two Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 1051 Job Truss Truss Type Qty Ply Rottschalk 848120383 1608-047 DO1 Hip Girder 1 2 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:42:05 2016 Page 2 I D:tl2jNWczPcvYXB07Tf8WLGyowOG-911 QVcwzMrl 5Rg86aDaCiz2wJHeyZgRasgAZNpyodh0 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase --l. Uniform Loads (ply Vert: A -D=-60, D -F=-60, F-1=-60, B -H=-20 Concentrated Loads (lb) Vert: D= -88(B) F=88(13) M= -49(B) N=337(B) K=-337(8) T=-88(8) U=-88(8) V= -88(B) W= -88(B) X= -49(B) Y= -49(B) Z=49(B) WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473rev. 10/03/4015 BEFORE USE. Design valid for use only with M'rekO connectors. This design B based only upon parameters shown, and is for on individual building component. not �• a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M�Tek" 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 ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 G'eenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. - • Suite 109 Citrus Heights CA 95 Job Truss Truss Type pry Ply Rottschalk TCDL 10.0 Lumber DOL 1.15 BC 0.30 BCLL 0.0 Rep Stress Incr YES R48120384 1608-047 D02 Hip 1 1 TOP CHORD 2X4 DF No.1&Btr G BOT CHORD 2X4 DF No.18Btr G WEBS 2X4 DF Stud/Std G Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:42:05 2016 Page 1 ID:tl2jN WczPcvYXB07Tf8WLGyowOG-911 QVcwzMr15Rg86aDaCiz2t5Hc3Zs t asgAZNpyodhO -2-0-0 8-0-0 14-M 22-0-0 24-0-0 2-0-0 8-0-0 6-0-0 8-0-0 T 22 11 oA 6x6 = 4x6 = Scale = 1:43.0 azo -i [x4 11 3x9 — 3x6 1� LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.41 TCDL 10.0 Lumber DOL 1.15 BC 0.30 BCLL 0.0 Rep Stress Incr YES WB 0.11 BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH LUMBER - TOP CHORD 2X4 DF No.1&Btr G BOT CHORD 2X4 DF No.18Btr G WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) B=1000/0-5-8, E=1000/0-5-8 Max Horz B=-80(LC 13) Max Uplift B=-114(LC 8), E=-115(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD B -C=-1301/56, C -D=-1066/86, D -E=-1301/56 BOT CHORD 13-1=6/1071, G -I=-9/1066, E -G=0/1071 WEBS C-1=0/273, D -G=0/274 DEFL. in floc) I/deft L/d PLATES GRIP Vert(LL) -0.05 I -L >999 240 MT20 220/195 Vert(TL) -0.19 I -L >999 180 Horz(TL) 0.04 E n/a n/a Weight: 88 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-1-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom Chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 114 Ib uplift at joint B and 115 Ib uplift at joint E. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNTY BUILDING ®IVISICJN APPROVE® /QROFESS/..IEODC pNq\ CO W w C 75435 c m X X EXP. 03/31/2018 l OF August 12,2016 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with AN'Tek0 connectors. This design 8 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 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 BC51 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 SPACING- Truss Type pry Ply Rottschalk ]Truss TCDL 10.0 Lumber DOL 1.15 848120385 1608-047 D03 Hip 1 1 Code ISC2012ITP12007 WB 0.20 Horz(TL) 0.05 G n/a Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:42:06 2016 Page 1 I D:tl2jN WczPcvYX807Tf8WLGyowOG-dxbojyxb799y2gjl8w5RFBb6XhyJl Hsk5Kv7vFyodh? 2-0-0 5-341 10-0-0 12-0-0 16.8-12 22-0-0 24-0-0 2-0-0 5-3A �. 4$-12 2-0-0 4-8-12 5-34 2-0-0 6x6 = 4x4 = Scale = 1:43.0 Jx4 v CX4 II 3x4 - 3x0 - 2x4 11 3x4 Q I 5-3-4 10-" 12-0-0 16-8-12 22-0-0 5-3-4 4-8-12 2-0-0 4-8-12 5-34 Plate Offsets (X,Y)-- 18:0-2-10,0-1-81 [G:0-2-10,0-1-81 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code ISC2012ITP12007 LUMBER - TOP CHORD 2X4 DF No.18Btr G BOT CHORD 2X4 DF No.18Btr G WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) B=1000/0-5-8, G=1000/0.5-8 Max Horz B=-96(LC 9) Max Uplift B=-127(LC 8), G=-127(LC 9) CSI. DEFL. in (loc) I/deft Ud TC 0.17 Vert(LL) -0.04 K -M >999 240 BC 0.23 Vert(TL) -0.13 K -IM >999 180 WB 0.20 Horz(TL) 0.05 G n/a n/a Matrix -MSH PLATES GRIP MT20 220/195 Weight: 109 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1490/128, C -D=-1112/108, D -E=-933/126, E -F=-1113/109, F -G=-1489/129 BOT CHORD B -M=-114/1275, K -M=-114/1275, J -K=4/931, I -J=-20/1275, G -I=-20/1275 WEBS C -K=-399/127, O -K=-25/278, E -J=-19/279, F -J=-397/128 BUTTE COUNTY BUILDING DIVISION NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.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=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live lead nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the, green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 127 Ib uplift at joint B and 127 Ib uplift at joint G. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. FESS/0 , �`��P�O SEpos�F� LP L ui C'75435 EXP. 03/31/2018 August 12,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component. not �^ a truss system. Before use, the building designer must verify the applicability of design parameters and 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 oMiTek, 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, 1358-89 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 Truss Type Ory PlyRottschalk (loc) I/defl ]Truss PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 R48120386 1608-047 D04 Common 2 1 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.30 Vert(TL) -0.20 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:42:07 2016 Page 1 ID:tl2jNWczPcvYXB07Tf8WLGyowOG-579BwHyDuSlpg_IUiecgnO7Fi5HV1 kytK_fgRhyodh_ F -2-0-05-9-4 11-0-0 16-2-12 I 22-0-0 2-0-0 5-9-4 5-2-12 5-2-12 5-94 Scale = 1:39.7 4x4 = sxa 'i 3x5 7-6-3 14-5-13 -" 7.6.3 6-11-11 7-6-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) -0.07 G-1 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.30 Vert(TL) -0.20 G-1 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.04 F n/a n/a BUILDING ���I BCDL 10.0 Code IBC2012(rP12007 Matrix -MSH Weight: 92 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 5-5-0 oc purlins. BOT CHORD 2X4 OF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 OF Stud/Std G REACTIONS. (Ib/size) F=87810-5-8, B=1002/0-5-8 Max Horz B=121(LC 8) Max Uplift F=-93(LC 9), B=-133(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1451/161, C -D=-1283/172, D -E=-1290/176, E -F=-1458/166 BOT CHORD B-1=164/1238, G -I=-28/834, F -G=80/1247 %OU WEBS D -G=-81/482, E -G=-312/179, D-1=-77/471, C -I=-307/177 BUTTE �®N S NOTES- (7) BUILDING ���I 1) Unbalanced roof live loads have been considered for this design. ' 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 93 Ib uplift at joint F and 133 Ib uplift at joint B. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. OFESS/QNNq, /TE0'90 C 75435 c m X EXP. 03/31/2018 OF August 12,2016 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. �' Design valid far use only with MTekO connectors. This design a based only upon parameters shown, and is for an individual building component, not a Iruss 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 IYI is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ��JiTek' 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. caro rho Job. Truss Truss Type Qty (loc) I/defl Ud Rottschalk TCLL 20.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) -0.07 [Ply 848120387 1608-047 - D04D COMMON 1 1 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.04 E n/a n/a Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:42:08 2016 Page 1 I D:tl2jNWczPcvYXB07TfBWLGyowOG-aKjZ7dzsfmQgl8tgFL8vKcgQQVdkmAC 1 ZeOEz8yodgz 5-9-4 11-0-0 16-2-12 22-0-0 5-9-4 5-2-12 5-2-12 5-9-4 4x4 = Scale = 1:38.6 3x4 = 3x6 = 3x4 4x5 = 45 = E LOADING (psf) SPACING- • 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) -0.07 F -H >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.30 Vert(TL) -0.20 F -H >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.04 E n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH Weight: 89 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-4-15 oc purlins. BOT CHORD 2X4 DF No. t&Btr G BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. WEBS 2X4 OF Stud/Std G REACTIONS. (Ib/size) A=880/0-5-8, E=880/0-5-8 Max Horz A=89(LC 36) Max Uplift A=-470(LC 27), E=-470(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-1491/927, B -C=-1294/545, C -D=-1294/545, D -E=-1491/928 BOT CHORD A -H=-873/1313, F -H=268/838, E -F=-785/1313 WEBS C-17=92/482, D -F=-312/185, C -H=92/482, B -H=-312/184 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 470 Ib uplift at joint A and 470 Ib uplift at joint E. 7) 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 22-0-0 for 68.2 plf. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTS COUNTY BUILDING DIVISION APPROVED E® Qq,,OFESS1 ����ZP � I EO oo �Fti LU WPC 754.35 EXP. 03/3112018 August 12,2016 WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/1015 BEFORE USE. Design valid for use only with M7ek0 connectors. This design is based ony upon parameters shown, and is for an individual building component. not �• a truss system. Before use. the building designer must verify the appricability, 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 iTe k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. Eee ANSI/1PI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Suite 109 Job r Truss Truss Type Qty PlyRottschalk LOADING (psf) SPACING- 2-0-0 CSI. R48120388 1608-047 DOS Common 5 1 Vert(LL) -0.07 F -H >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 SC 0.30 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:42:08 2016 Page 1 ID:tl2jNWczPcvYXB07Tf8WLGyowOG-a KjZ7dzsfmOgl8tgFL8vKcgQQVdkmAC l ZeOEz8yodgz 5-9-4 -. 11-0-0 16-2-12 22-0-0 5-9.4 5-2-12 5-2-12 5-94 04 = C Scale = 1:38.6 3x4 = 3x6 = 3x4 = 3x6 = 3x6 = Er�n q 7-6-3 6-11-11 7.6.3 Plate Offsets (X,Y)-- IA:0-2-8,0-1-8L fE:0-2-8 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) -0.07 F -H >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 SC 0.30 Vert(TL) -0.20 F -H >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.04 E n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH Weight: 891b FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 5-4-15 oc purlins. BOT CHORD 2X4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) A=880/Mechanical, E=880/0-5-8 Max Horz A=-89(LC 9) Max Uplift A=-93(LC 8), E=-93(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD A -B=-1462/165, B -C=1294/176, C -D=-1294/176, D -E=1462/166 BOT CHORD A -H=-169/1250, F -H=-30/838, E -F=-80/1250 WEBS C -F=-81/482, D -F=-312/179, C-1-1=81/482, B -H=-312/179 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 93 Ib uplift at joint A and 93 Ib uplift at joint E. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. r SUT- T COUN`I Y BUILDING DIVISION APPROVED ,?,OFESS/pN\ yQ�P�O TEOpn�F�c LU W C-75435 c: M L * EXP. 03/31/2018 CAUFv`� August 12,2016 � WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component. not a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall `�•H� WOW building design. Bracing indicated is to prevent buckling of individual truss web and/of chord members only. Additional temporary and permanent bracing IYII OW 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 SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 512, Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty PlyRottschalk 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD LOADING (psf) SPACING- R48120389 1608-047 D06 California 1 1 Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.67 Vert(LL) Job Reference o tionall SYb I tM5 I'LUJ LUMbtH CU, ANULH5UN, CA 4x5 = A K 8.010 s Apr 20 2016 MiTek Industries, Inc. Fn Aug 12 09:42:09 2016 Page 1 ID:tl2jNWczPcvYXB07Tf8WLGyowOG-2 WHxLzzUQ4YXARtp2f8spDU_vyWUZtAnlBnVayodgy 74-9 7-2-13 2x4 II 3x6 = L M B N O C 3x8 = p D Q R 7-4-9 Scale = 1:37.7 3x5 11 S T E 3.4 11 400 = — 2x4 II 3x5 = l-9 PLATES GRIP MT20 220/195 Weight: 120 Ib FT = 20% LUMBER- 74-9 BRACING - 7-2-13 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.67 Vert(LL) -0.06 F -G >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.33 Vert(TL) -0.20 F -G >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.03 F n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH 3x5 = l-9 PLATES GRIP MT20 220/195 Weight: 120 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 except end verticals. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt D -I, D -F REACTIONS. (Ib/size) J=916/Mechanical, F=1022/0-5-8 Max Horz J=-181(LC 6) Max Uplift J=-242(LC 4), F=315(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 13 TTE CO � �J 1 Nri 1 TOP CHORD A -J=850/276, A -B=-954/261, B -D=-954/261, E -F=-262/144 V 1 i e E BOT CHORD G -1=341/999,F -G=-341/999 BUILDING DIVISION WEBS A-1=-326/1144, B -I=-481/243, D -G=0/308, D -F=-1195/361 V �9 NOTES- (9) APPROVED 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 242 Ib uplift at joint J and 315 Ib uplift at joint F. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 20 Ib down and 20 Ib up at OF ESS/ 1-9-11, 20 Ib down and 20 Ib up at 3-9-11, 20 Ib down and 20 Ib up at 5-9-11, 20 lb down and 20 Ib up at 7-9-11, 20 lb down and OQR 20 Ib up at 9-9-11, 60 Ib down and 45 Ib up at 11-9-11, 40 Ib down and 47 Ib up at 13-9-11, 40 Ib down and 47 Ib up at 15-9-11, 40 C`EQO �s Ib down and 47 Ib up at 17-9-11, and 40 Ib down and 47 Ib up at 19-9-11, and 58 Ib down and 63 Ib up at 21-5-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. Q 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. U tL C 75435 �C MW LOAD CASE(S) Standard X 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 EXR. 03/31/2018 Uniform Loads (plf) ,• Vert: A -E=60, F -J=-20 Concentrated Loads (lb) Vert: C=-60 P=-21 Q=-21 R=-21 S=-21 T=58 '9 �F CA1.1F� August 12,2016 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and is for on individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ��T®kms 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 Job r r Truss Truss Type pry DEFL. Rottschalk (loc) I/dell Ud TCLL 20.0 [ly� 848120390 1608-047 D07 California 1 1 240 TCDL 10.0 Lumber DOL 1.15 BC 0.34 Vert(TL) Job Reference (optional) STS I EMs I'LUS LUMt3tH CU, ANDERSON, CA 6.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:42:10 2016 Page 1 ID:tl2jNWczPcvYXB07Tf8WLGyowOG-WirJYJ 6BNgNXR03NmANP11gBIlaD?ZJOytKlOyodgx 7-4-9 14-7-7 22-0-0 7-49 7213 749 Scale = 1:37.7 4x5 = 2.4 11 3x6 = 3x8 = 3x4 II A K L M B N O C .. P D Q R S T E 3x 3x4 11 4x10 = 6 — 2x4 11 3x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.58 Vert(LL) -0.06 F -G -999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.34 Vert(TL) -0.21 F -G >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.03 F n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH PLATES GRIP MT20 220/195 Weight: 113 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 5-8-1 oc purlins, BOT CHORD 2X4 OF No. 1&Btr G except end verticals. WEBS 2X4 OF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt D -I, D -F REACTIONS. (Ib/size) J=869/Mechanical, F=889/0-5-8 Max Horz J=-146(LC 4) Max Uplift J=-243(LC 4), F=242(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -J=802/278, A -B=-1095/309, B -D=-1095/309 BOTCWEBS RD G -1=329/1097,F-1=4601/1097 BUTTE COUNTY WEBS A -I=-355/1226, B -I=-460/271, D -G=0/307, D -F=-1228/335 {� NOTES- (9) BUILDING DIVISION IVISION 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 platAPPROVED grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 243 Ib uplift at joint J and 242 Ib uplift at joint F. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 40 Ib down and 40 Ib up at OFESS/ 1-9-11, 40 Ib down and 40 Ib up at 3-9-11, 40 Ib down and 40 Ib up at 5-9-11, 40 Ib down and 40 Ib up at 7-9-11, 40 Ib down and Q� 40 Ib up at 9-9-11, 40 Ib down and 40 Ib up at 11-9-11, 35 Ib down and 29 Ib up at 13-9-11, 35 Ib down and 29 Ib up at 15-9-11, 35 Ib down and 29 Ib up at 17-9-11, and 35 Ib down and 29 Ib up at 19-9-11, and 39 Ib down and 46 Ib up at 21-5-12 on top chord. (L� �O EODOs F2 The design/selection of such connection device(s) is the responsibility of others. Q C 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LQ C-754.35 '0 m W LOAD CASE(S) Standard X X 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 EXP 0 M Uniform Loads (plf) Vert: A -E=-60, F -J=-20 Concentrated Loads (lb) Vert: T=-zt gTFOF CAL1F��� August 12,2016 ®WARNING - VwIfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTekO connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before use. the building designer must 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 anc/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 Heights, CA 95610 Job Truss Truss Type Dfy Ply Rottschalk 1.15 TCDL 10.0 Lumber DOL i 848120391 1608-047 D08 California Girder 1 2 Job Reference (optional) SYSTEMS PLUS LUMBER GO, ANDERSON, GA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:42:12 2016 Page 1 I D:tl2jN WczPcvYXB07Tf8WLGyowOG-S5y3z?OMi?w5mIASUBCrUSr4n61 ThtOcTGMR6vyodgv 5-6-14 11-0.0 16-5-2 22-0-0 5-6-14 5-5-2 5-5-2 5-6-14 Scale = 1:37.3 3x8 = I 2x4 II 3x8 = 3x6 = 2x4 II 3x8 = A M N B O P C 0 D R E S T u F L NAILED ( 2x4 II NAILED 4x10 = NAILED LOADING (psf)SPACING- NAILED 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL i BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code IBC2012/TP12007 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 5-5-2 V W J x i Y z AA AB AC 4) Provide adequate drainage to prevent water ponding. L NAILED ( 2x4 II NAILED 4x10 = NAILED LOADING (psf)SPACING- NAILED 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code IBC2012/TP12007 LUMBER - TOP CHORD 2X4 DF No.18Blf G BOT CHORD 2X6 DF SS G WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) L�3/Mechanical,/0"5-8 Max Horz L"=105(LC 4) If Max Uplift L=-402(LC 4), G=-457(LC 5) 4x6 = NAILED 2x4 II NAILED V 4x10 = NAILED NAILED F -H=-654/2932 . NAILED NOTES- (12) NAILED 11 .0.0 Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. 16-5-2 Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. 5-5-2 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 5-5-2 ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. CSI. DEFL. in (loc) I/deb L/d 4) Provide adequate drainage to prevent water ponding. TC 0.38 Vert(LL) -0.05 1 >999 240 BC 0.19 Vert(TL) -0.16 1 >999 180 joint G. WB 0.65 Horz(TL) 0.02 G n/a n/a Matrix -MSH Ib up at 15-9-11, 124 Ib down and 118 Ib up at 17-9-11, and 124 Ib down and 118 Ib up at 19-9-11, and 161 Ib down and 122 Ib EOF up at 21-5-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. CAO - NAILED 'ADG 2x4 d I NAILED PLATES GRIP MT20 220/195 Weight: 252 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BUTTE CC�1.1 NTY TOP CHORD A-L=1654/439 F -G=-1809/521 , A -B=2590/592, B -C=2590/592, C -E=-2631/600, E -F=-2631/600, NDIVISIO 1 BOT CHORD I -K=809/3416, H -I=-809/3416 BUILDING V WEBS A -K=-647/2893, B -K=-689/379, C -K=-944/228, C-1=0/436, C -H=898/218, E -H=-7131396, F -H=-654/2932 APPROVED NOTES- (12) 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; 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 4) Provide adequate drainage to prevent water ponding. QFESS/ 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 live load 20.Opsf the bottom in 3-6-0 1-0-0 0 Qp Nq !� a of on chord all areas where a rectangle tall by wide �Q. 0 1E000 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. CO Q 8) Refer to girder(s) for truss to truss connections. ` o C75435 Z" W 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 402 Ib uplift at joint L and 457 Ib uplift at LL C 1 T1 joint G. X 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. EXP. 03/31/2018 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 116 Ib down and 114 Ib up at * 1-9-11, 116 Ib down and 114 lb up at 3-9-11, 116 Ib down and 114 Ib up at 5-9-11, 116 Ib down and 114 Ib up at 7-9-11, 116 Ib down and 114 Ib up at 9-9-11, 116 Ib down and 114 Ib up at 11-9-11, 116 Ib down and 114 Ib up at 13-9-11, 116111 down and 114 Ib up at 15-9-11, 124 Ib down and 118 Ib up at 17-9-11, and 124 Ib down and 118 Ib up at 19-9-11, and 161 Ib down and 122 Ib EOF up at 21-5-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. CAO - 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Auqust 12,2016 ®WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTea connectors. This design is based onty, upon parameters shown, and is for an Individual building component. not �• a truss system. Before use. the building designer must verify the oppricabirity, of design porometers 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 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 Ply Rottschalk 848120391 1608-047 D08 California Girder 1 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 6.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:42:12 2016 Page 2 I D:l12jN WczPcvYXB07Tf8WLGyowOG-S5y3z?OMi?w5mlASUBCrU Sr4n61 ThtOcTGM R6vyodgv LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (ptf) Vert: A -F=60, G -L=-20 Concentrated Loads (lb) Vert: D=-116 J= -62(F) K= -62(F) B=-116 M=-116 N=-116 0=116 P=-116 Q=-116 R=-116 S=-124 T=-124 U=161 V= -62(F) W= -62(F) X=62(F)Y=-62(F) Z= -62(F) AA=62(F) AB= -72(F) AC= -72(F) AD= -78(F) BUTTE COUNW BUILDING DIVISION APPROVED ra t ® WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7477 rev. 10/07/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and is for an individual building component. not �• a truss system. Before use. the building designer must 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 i1AiT®k� is atwoys required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems. see ANSI/1PI1 Quality Criteria, DSB-89 and 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 Heiahts. CA 95i Job Truss Truss Type Qty PlyFchalk R AD AC AB 848120392 1608-047 E01 FINK 1 1 AA Z Y X W V U T S 3x4 = 4-4-118-2-14 13-0-0 eference o tional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:42:13 2016 Page 1 I D:tl2jN WczPcvYX807Tf8WLGyowOG-wH WSBLO—Tl2yOvle2uj41 fNlmWM9QT3miw6—eLyodgu 2-0-0 3-5-2 6-3-12 9-2 6 12-0-12 _ 24-1-8 26-1-8 2-0-0 � 2-10-10 2-10-10 2-10-6 12-0-12 2-0-0 Scale = 1:45.1 3x6 = REACTIONS. All bearings 11-3-4 except Qt=length) B=0-3-8, Q=0-3-8, Q=0-3-8. (lb) - Max Horz B=113(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) B, AA, Z, Y, X, W, V, U, T, S, Q Max Grav All reactions 250 Ib or less at joint(s) Z, Y, X, W. V, U. T. S. Q, Q except B=630(LC 1), AA=579(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-773/84, C -D=-686/93 BOT CHORD B -AD= -112/654, AC -AD= -51/467, AA -AC= -110/678 WEBS D -AG= -675/169, AF -AG= -701/183, AE -AF= -753/221, AA-AE=809/233 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) All plates are 2x4 MT20 unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, AA, Z, Y. X, W. V, U, T, S. Q. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE ` E COUNTY BUILDING DIVISION APPROVED Q�pFESS/ON EOpOZ9, Lu C 75435 M `* EXP. 03/31/2018 OF August 12,2016 ®WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/1015 BEFORE USE. Design valid for use only with MTekU 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 iViiTe k, is olways required for stability and to prevent collapse vvIIh 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 Hei hts CA 95610 R AD AC AB 3x4 % 3x4 = 3x4 = 3x6 = 2x8 AA Z Y X W V U T S 3x4 = 4-4-118-2-14 13-0-0 24-1.8 4-0-11 3-10-3 4-9-2 11-1-8 Plate Offsets (X,Y)— IB:0-2-10.0-1-81. [H:0-3-O.Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc). I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.01AC-AD >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.16 Vert(TL) -0.04AC-AD >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.01 AA n/a n/a BCDL 10.0 Code IBC2012rrPI2007 Matrix -MSH Weight: 147 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.18Btr 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 6-0.0 oc bracing, Except: WEBS 2X4 DF Stud/Std G 'Except' 10-0-0 oc bracing: B-AD,AC-AD,AA-AC. D -AA: 2X6 DF SS G JOINTS 1 Brace at Jt(s): AE REACTIONS. All bearings 11-3-4 except Qt=length) B=0-3-8, Q=0-3-8, Q=0-3-8. (lb) - Max Horz B=113(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) B, AA, Z, Y, X, W, V, U, T, S, Q Max Grav All reactions 250 Ib or less at joint(s) Z, Y, X, W. V, U. T. S. Q, Q except B=630(LC 1), AA=579(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-773/84, C -D=-686/93 BOT CHORD B -AD= -112/654, AC -AD= -51/467, AA -AC= -110/678 WEBS D -AG= -675/169, AF -AG= -701/183, AE -AF= -753/221, AA-AE=809/233 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) All plates are 2x4 MT20 unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, AA, Z, Y. X, W. V, U, T, S. Q. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE ` E COUNTY BUILDING DIVISION APPROVED Q�pFESS/ON EOpOZ9, Lu C 75435 M `* EXP. 03/31/2018 OF August 12,2016 ®WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/1015 BEFORE USE. Design valid for use only with MTekU 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 iViiTe k, is olways required for stability and to prevent collapse vvIIh 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 Hei hts CA 95610 Job Truss Truss Type Ory Pry Rottschalk (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 848120393 1608-047 E02 Common G -H 1 240 TCDL 10.0 Lumber DOL 1.15 I2 Vert(TL) Job Reference (ootionall SYSTEMS PLUS LUMBER CO, ANDERSON, CA d A 2-0-0 6-3-10 8.010 s Apr 20 2016 MiTek Industries. Inc. Fri Aug 12 09:42:13 2016 Page 1 ID:tl2jNWczPcvYXB07Tf8WLGyowOG-wHWSBLO TI2yOvle2uj41fNG4WLWOMEmiw6_eLyodgu 5-9-2 5-9-2 4x6 = D 6-3-10 Scale = 1:43.3 3x4 = 2x4 II -"- 3x8 = 2x4 II - 3x4 = 6-3-10 11-44 17-9-14 24-1-6 6-3-10 5-0-10 6.5-10 6-3-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) -0.02 G -H -999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.20 Vert(TL) -0.07 G -H >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.01 F n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH PLATES GRIP MT20 220/195 Weight: 105 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 6-0-0 oc bracing. WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) F=402/Mechanical, B=454/0-5-8, H=1193/0-5-8 Max Horz B=129(LC 12) Max Uplift F=-77(LC 9), 8=-94(LC 8), H=90(LC 8) Max Grav F=427(LC 20), B=492(LC 19), H=1193(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-339/54, C -D=-6/371, D -E=0/298, E -F=-484/104 BOT CHORD G -H=-19/372, F -G=-19/372 WEBS D -H=-548/66, E -H=-594/168, E -G=0/263, C -H=-522/168 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) F, B. H. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE C@UNW BUILDING DIVISION APPROVED 9,?,pFESS/0 ���P�� �E0�Os��2C. LU LU C 75435 t EXP, 03/31/2018 C August 12,2016 �.� ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown. and is for an individual building component, not �• 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/x 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, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Informalion available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Job Truss Truss Type Qty PlyRottschalk in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL R48120394 1608-047 E03 Common 2 1 240 TCDL 10.0 Lumber DOL 1.15 BC 0.20 Vert(TL) Job Reference (optional JYJ I tMJ I'LUJ LUMtitK UU, ANutHSUN, L;A 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:42:14 2016 Page 1 I D:tl2jN WczPcvYXB07TfBWLGyowOG-OT4gOh l cEcApO3KgccEJZswRjwhl9pUvxarYAnyodgt 6-3-10 12-0-12 17-9-14 24-1-8 6-3-10 5-9-2 5-9.2 6-3-10 4x6 = C Scale = 1:42.2 G r 3x4 5- 2x4 II 3x6 3x8 = 2x4 II 3x4 = r 6-3-10 11-4-4 ; 17-9-14 24^1.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.02 F -G >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.20 Vert(TL) -0.08 F -G >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.01 E ' n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH LUMBER- BRACING - PLATES GRIP MT20 220/195 Weight: 102 Ib FT = 20% E 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 REACTIONS. (Ib/size) A=330/0-5-8, E=402/Mechanical, G=1197/0-5-8 Max Horz A=-97(LC 9) Max Uplift A=-53(LC 8), E=-77(LC 9), G=-92(LC 8) 131 r-rjE Max Grav A=368(LC 19), E=427(LC 20), G=1197(LC 1) 9 AAggq•������eyyy��o BUILDING �� FORCES. (lb) TOP CHORD -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. A -B=-347/58, B -C=-6/371, C -D=0/299, D -E=-484/104 DI !! /BSI ��BOTCHORD F -G=-19/372, E-F=-19/372VE® �C APPF?o WEBS C -G=-548/66, D -G=-594/168, D -F=0/264, B -G=-533/172 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) A, E. G. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE. Design valid for use ony with M7ek0connectors. 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'ol individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Qualify Criteria. DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. 1 O�?�pFES.S/pNq ��`��� SEOpOs�Fy w w 075435 c:, I * EXP. 03/31/2018 � OF CAl.1F�.- August 12,2016 MiT®k' 7777 Greenback Lane Suite 109 Citrus Heiahts, CA 95610 Job Truss Truss Type Qty Ply Rottschalk floc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 R48120395 16J8-047 E04D ROOF SPECIAL GIRDER 1 TCDL 10.0 Lumber DOL 1.15 BC 0.40 Vert(TL) -0.33 Q -R >910 180 5) Provide adequate drainage to prevent water ponding. Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. t -n Aug 12 U9:42:18 2U1b Page 1 I D:tl2jNWczPcvYXB07Tf8WLGyowOG-HFJLE2471 rgFUgdbrRJFki46iXOY5bAVsCpIJZyodgp -2-0-04-0-15 7-7-6 11-8-2 15-1410 19-11.6 24-4-12 28-2-13 32-0-15 36-5-8 2-0-0 4-0-15 3b-7 4-0-12 4-2-8 4-0-12 4-5-6 3-10-1 3-10-1 4-4-9 NAILED NAILED 6x6 2x4 I I 6.00 12 D NAILED E 3x4 Y Z C nn Inn gA/i AD AE AF T AA SAB AC R JUS28 4x8 5- 3x5 II 7x8 = JUS28 7x8 = NAILED THD26-2 JUS26 JUS28 Special NAILED H6S26.2 5x6 = H 4x10 = 5x8 = 3x4 F I D AG P AHO At tAJ 3x5 II 6x8 = JUS26 4 JUS28 JUS28 6x8 = JUS26 JUS28 Scale = 1:73.1 3x4 J e I� M L 4x5 = 3x5 II 4x8 PROVIDE CONNECTION OF TRUSS TO BEARING PLATE AT JOINT K CAPABLE OF WITHSTANDING 2465 LBS UPLIFT REACTION DUE TO GRAVITY LOADING APPLIED TO THE TRUSS. IT IS THE RESPONSIBILITY OF THE PROJECT ARCHITECT/ENGINEER TO DESIGN THE CONNECTION OF THE TRUSS TO THE BEARING PLATE, PROVIDE AND DESIGN CONNECTION SYSTEM FOR A CONTINUOUS LOAD PATH FROM THE TRUSS TO;THE FOUNDATION, AND DESIGN FOOTING/FOUNDATION TO RESIST SUCH UPLIFT. FAILURE TO DO SO WILL -VOID THIS CONSTRUCTION. a Plate Offsets (X.Y)-- fD:0-3-8.0-2-41fG:0-5-4,0-1-41,KI .0-4-0,0-1-151,10:0-3-8,0-3-01.RI .0-1-8.0-5-01 fS:0-3-8.0-5-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.11 R >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.40 Vert(TL) -0.33 Q -R >910 180 5) Provide adequate drainage to prevent water ponding. BCU- 0.0 Rep Stress Incr NO WB 0.69 Horz(TL) 0.06 N n/a n/a * BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH _ K=2658, B=1640, N=1909. Weight: 715 Ib FT = 20% LUMBER- BRACING - drag loads along bottom chord from 0-0-0 to 36-5-8 for 82.3 plf. TOP CHORD 2X4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x8 DF SS BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4 OF Stud/Std G *Except* �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall G -O: 2X4 OF No.2 G building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' REACTIONS. (Ib/size) K=�/O-5-8, B-5897/0-5-8, N=1257-8 Max Horz B=431(LC,55) fabrication, storage, delivery. erection and bracing of trusses and truss systems. see ANSUTPI l 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 Max Uplift K= -2658([-C 43), B=-1640(LC 27), N=-1909(LC 28) Max Grav K=1059(LC 35), B=5909(LC 43), N=12578(LC 1) (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BUTTE CO U N 1�j1�/ BUTTE COUNTYFORCES.. TOP,,&ORD B -C=-11977/3234, C -D=-11726/2980, D -E=-11409/2754, E -F=-11409/2420, F -G=-2290/844, G -H=-1199/5432, H -I=-1401/6184, I -J=-1844/6349, J -K=-2080/5812 I' I�� N DIVISION �/tSC I O N BUILDING BU Y BOT CHORD B -T=-2921/10652, S -T=-2706/10652, R -S=-2383/10299, Q -R=-1903/8347, 0-0=-1588/8347, 2 02, 40 APPROVED WEBS O -SO= -749/3930, D R=524/1539, E RM 0/154 sF-R -1292/4 998F -Q=-203/2394, F -O=-8091/1723, G -O=-1324/7352, G -N=-9030/1563, H -N=5403/956, I -N=-357/374, I -M=491/220, J -M=-732/202, J -L=-51/432 NOTES- (19) 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 - 2 rows staggered at 0-4-0 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 OFESS/ ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced live loads have been OQ� ONq !` roof considered for this design. 4) Wind: ASCE 7-10; Vult=11 Omph Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; Cat. I EQ �0�1 (3 -second gust) h=25ft; 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 CO Q t� grip DOL=1.33o W C 75435 5) Provide adequate drainage to prevent water ponding. LV C T 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 EXP. 03/31/2018 will fit between the bottom chord and any other members. * 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) _ K=2658, B=1640, N=1909. 10) This truss has been designed for a total drag load of 3000 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connecttruss to resist drag loads along bottom chord from 0-0-0 to 36-5-8 for 82.3 plf. 11) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward August 12,2016 WARNING - Verily des(gn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTekO connectors. This design is based only upon parameters shown. and is for an individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and 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 aNvays 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 ANSUTPI l 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 Truss Truss Type Qty Ply Rotischalk 848120395 1608-047 E04D ROOF SPECIAL GIRDER 1 q J Job Reference o tional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 6.010 s Apr ZU ZV16 Ml I eK InausineS, Inc. t•n Aug 1 Z uv:4Z:1 a zu l o rage I D:tl2jNWczPcvYXB07TfBWLGyowOG-HFJLE2471(gFUgdbrRJFki46iXOY5bAVsCpIJZyodgp NOTES- (19) 12) Use USP THD26-2 (With 16d nails into Girder & 10d nails into Truss) or equivalent at 6-1-8 from the left end to connect truss(es) to front face of bottom chord. 13) Use USP JUS26 (With 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 14-0-0 oc max. starting at 8-0-12 from the left end to 24-0-12 to connect truss(es) to front face of bottom chord. 14) Use USP JUS28 (With 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 10-0-12 from the left end to 20-0-12 to connect truss(es) to front face of bottom chord. 15) Use USP HUS26-2 (With 16d nails into Girder & 16d nails into Truss) or equivalent at 12-2-8 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"xW) or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 18) Hanger(s) or other connection device(s) shall be provided sufficient to suppert concentrated load(s) 723 Ib down and 192 Ib up at 7-7-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 19) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -D=60, D -G=-60, G -H=60, H -K=-60, B -K=-20 Concentrated Loads (lb) Vert: S=-723(8) D= -27(B) Q= -1091(F) 0=-934(F) Y= -27(B) Z= -22(B) AA= -1831(F) AB= -943(F) AC= -179(B) AD= -997(F) AE= -200(B) AF= -2148(F=1045, B=-1103) AG= -1076(F) AH= -937(F) AI= -932(F) AJ= -929(F) BUTTE COUNTY Y BUILDING DISIIN APP"®VEL) ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown. and is for 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 BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 1.99. _ Job Truss Truss Type Qty Ply Rottschalk Plate Grip DOL 1.15 TC 0.17 TCDL 10.0 848120396 160$-047 F01 GABLE 1 1 YES WB 0.02 BCDL 10.0 Code IBC2012/TPI2007 Matrix -SH Job Reference o tional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 111 2-0-0 6-6-0 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:42:19 2016 Page 1 I D:tl2jN Wcz PcvYXB07Tf8 W LGyowO G -I Rtj RO5138o66gCo P9q U Gwd KFxO?q C ue5sZJ s?yodgo 3x6 = 6-" 2-0-0 Scale = 1:27.3 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 TCDL 10.0 Lumber DOL 1.15 BC 0.07 BCLL 0.0 Rep Stress Incr YES WB 0.02 BCDL 10.0 Code IBC2012/TPI2007 Matrix -SH LUMBER - TOP CHORD 2X4 DF No.18Btr G BOT CHORD 2X4 DF No.18Btr G OTHERS 2X4 DF Stud/Std G DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) -0.02 M n/r 120 MT20 220/195 Vert(TL) -0.04 M n/r 120 Horz(TL) 0.00 L n/a n/a Weight: 66 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 13-0-0. (lb) - Max Horz B=69(LC 12) Max Uplift All uplift 100 Ib or less at joint(s) B, L, N, O, P, U, T, S Max Grav All reactions 250 Ib or less at joint(s) R, O, N, O, P, U, T. S except B=273(LC 1), L=273(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 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 ANSIITPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, L, N, O, P, U, T, S. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNTY BUILDING DIVISION APPROVED Q`JP�� T EOp�s�F\ co © G 75435 `�� rn t * EXP, 03/31/2018 I$ August 12,2016 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and is for an individual building component, not �• a truss system. Before use. the building designer must verify the applicability of design parame-ers 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. `/A 22314. Suite 109 Job Truss Truss Type Ory Ply RoltSchalk (loc) Udefl L/d TCLL 20.0 Plate Grip DOL R48120397 1608-047 G01 GABLE 1 1 120 TCDL 10.0 Lumber DOL 1.15 BC 0.07 Vert(TL) Job Reference o tional SYS TEMS PLUS LUMBER GO, ANDERSON, GA m d N oA 2-0-0 11-0-0 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:42:20 2016 Page 1 ID:tl2jNWczPcvYXB07TfBWLGyowOG-DdR5fk6NgSwzk nysLjp7AV?KmEZftoJWIsORyodgn 3x6 = K 11-0-0 2-0-0 Scale = 1:41.7 5x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.02 S n/r 120 TCDL 10.0 Lumber DOL 1.15 BC 0.07 Vert(TL) -0.04 S n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 R n/a n/a BCDL r 10.0 Code IBC2012rrP12007 Matrix -SH LUMBER - TOP CHORD 2X4 DF No.t&Btr G BOT CHORD 2X4 DF No.t&Btr G OTHERS 2X4 DF Stud/Std G PLATES GRIP MT20 220/195 Weight: 128 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 22-0-0. (lb) - Max Horz B=-105(LC 13) Max Uplift All uplift 100 Ib or less at joint(s) B, T, U, V, W, X, Y, AG, AF, AE, AD, AC, AB, R Max Grav All reactions 250 Ib or less at joints) AA, Z, T, U, V, W, X, Y, AG, AF, AE, AD, AC, AB except B=273(LC 1), R=274(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown: NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIrrPI 1.. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, T. U. V, W. X, Y, AG, AF, AE, AD, AC, AB, R. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. r f$ BUTTE C®UNW BUILDING DIVISION APPROVED FES S1 TEOpOs�F� W C 75435 c M EXP. 03/31/2018 August 12,2016 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with M7ekO connectors. This design is based only upon parameters shown. and is for an individual building component, not d• a truss system. Before use, the building designer must verity the applicability of design parcmeters 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 with possible personal injury and prcperty 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 Job Truss Truss Type city Ply Rottschalk TCDL 10.0 Lumber DOL 1.15 BC 0.30 BCLL 0.0 Rep Stress Incr YES 848120398 1608-047 G02 Common 1 1 TOP CHORD 2X4 DF No. 1&Btr G BOT CHORD 2X4 DF No. 1&Btr G WEBS 2X4 DF Stud/Std G Job Reference (B tional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:42:21 2016 Page 1 1D:tl2jNWczPCVYXB07TfBWLGyowOG-hq?Ts47?bm2gL8MAWasyLLifCk3gI3UxYA20v tyodgm -2-0-05-94 11-0-0 16-2-12 22-0-0 24-0-0 2-0-0 5-9-0 1 5-2-12 5-2-12 5-94 2-0-0 Scale = 1:41.7 4x4 = sx3 — 3x5 -�Z LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.21 TCDL 10.0 Lumber DOL 1.15 BC 0.30 BCLL 0.0 Rep Stress Incr YES WB 0.21 BCDL 10.0 Code IBC2012rTP12007 Matrix -MSH LUMBER - TOP CHORD 2X4 DF No. 1&Btr G BOT CHORD 2X4 DF No. 1&Btr G WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) B=1000/0-5-8, F=1000/0-5-8 Max Horz B=105(LC 8) Max Uplift B=-133(LC 8), F=133(1_C 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1447/161, C -D=-1279/172, D -E=1279/172, E -F=-1447/151 BOT CHORD B -J=-148/1234, H -J=-12/831, F -H=-44/1234 WEBS D -H=-77/472, E -H=-307/177, D -J=-77/472, C -J=-307/177 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.08 H -J >999 240 MT20 220/195 Vert(TL) -0.20 H -J >999 180 Horz(TL) 0.04 F n/a n/a Weight: 95 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5.8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) B=133, F=133. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. fg BUTTE COUNTY BUILDING DIVISION APPROVED PROFESS/pN COQ�Q�O T EOp�s�F2 �, W w C 75435 c m EXP. 03/31/2018 l OF CA1-\FO August 12,2016 ®WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only v ith 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 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 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 ANSIRPII Quality Cdteria, 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 his CA 95610 Job Truss Truss Type Qty Ply Rottschalk 1.15 TCDL 10.0 Lumber DOL 1.15 R48120399 1608-047 G03D COMMON GIRDER 1 2 Code IBC2012/TPI2007 WB 0.53 Horz(TL) 0.07 G n/a Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:42:23 2016 Page i ID:tl2jN WczPcvYXB07Tf8WLGyowOG-dC7EHmBG7NJXbR WZe?vQRmoxaYiHmuuE?TXW.7myodgk I 4-0-5 7-6-3 11-" 14-5-13 _ 17-11-11 22A-0 24-0-0 4-0-5 3-5-13 3-5-13 ~ 3-5-13 3-5.13 4-0-5 2-0-0 4x6 II Scale = 1:41.9 HUS26 2x6 II fixe — axa — 2x6 n HUS26 8x8 = HUS26 JUS26 Special HUS26 4-0-5 7-6-3 11-0-0 14-5-13 17-11-11 22-0-0 4-0-5 3-5.13 3-5-13 3-5-13 3-5-13 4-0-5 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code IBC2012/TPI2007 LUMBER - TOP CHORD 2X4 DF No.l&Btr G BOT CHORD 2x8 DF SS WEBS 2X4 OF Stud/Std G 'Except' O -K: 2X4 DF No.2 G REACTIONS. (Ib/size) A=5522/0-5-8, G=4144/0-5-8 Max Horz A=-122(LC 56) Max Uplift A=-1219(LC 27), G=-1188(LC 30) CSI. DEFL. in (loc) I/defl L/d TC 0.41 Vert(LL) -0.10 K -M >999 240 BC 0.49 Vert(TL) -0.30 K -M >850 180 WB 0.53 Horz(TL) 0.07 G n/a n/a Matrix -MSH PLATES GRIP MT20 220/195 Weight: 280 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-9877/2291, B -C=-8145/1919, C -D=-6253/1462, D -E=-6252/1467, E -F=-8004/2081, F -G=-8240/2295 BOT CHORD A -N=-2061/8805, M -N=-1862/8805, K -M=-1432/7258, J -K=1555/7132, I -J=-1781/7320, G -I=-1957/7320 WEBS O -K=-1016/5315, E -K=-2284/606, E -J=-520/2226, C -K=-2467/358, C -M=-256/2419, B -M=-1770/288, B -N=-151/1453 17 BUTTE COUNTY BUILDING DIVISION APPROVED NOTES- (14) 1) 2 -ply truss to be connected together with 1 O (0.131"0") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=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 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) except (jt=lb) A=1219, G=1188. 9) 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 22-0-0 for 68.2 plf. 10) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-0-12 from the left end to 9-0-12 to connect truss(es) to back face of bottom chord. 11) Use USP JUS26 (With 10d nails into Girder & 110d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 11-0-12 from the left end to 13-0-12 to connect truss(es) to back face of bottom chord. WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 10/09/2015 BEFORE USE. Design valid for use only with MiTek& connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must 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/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. 99,01FESS/pv JEOposAFyc UJ W C 75435 c M EXP. 03/31/2018 CAI. August 12,2016 ffi MiTek' 7777 Greenback Lane Job.Truss PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:42:23 2016 Page 2 ID:tl2jN WczPcvYXB07Tf8WLGyowOG-dC7EHm6G7NJXbRWZe?vORmoxaYiHmuuE?TXW?myodgk NOTES- (14) 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1763 Ib down and 422 Ib up at 15-1-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -D=60, D -H=-60, A -G=-20 Concentrated Loads (lb) Vert: K= -896(B) P=-862(8) S=-860(B)T=-860(8) U= -860(B) V=-860(8) W=849(B)X=-1763(B) Truss Truss Type Qty Ply Rottschalk 848120399 1608-047 G03D COMMON GIRDER 1 Job Reference (optional) ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with M7ekO connectors. This design k based only upon parametersshown. 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 but design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Qualify Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. BUTTE COUNTY T BUILDING DIVISION APPROVED Mire®®■W 7777 Greenback Lane Suite 109 Job.Truss PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:42:23 2016 Page 2 ID:tl2jN WczPcvYXB07Tf8WLGyowOG-dC7EHm6G7NJXbRWZe?vORmoxaYiHmuuE?TXW?myodgk NOTES- (14) 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1763 Ib down and 422 Ib up at 15-1-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -D=60, D -H=-60, A -G=-20 Concentrated Loads (lb) Vert: K= -896(B) P=-862(8) S=-860(B)T=-860(8) U= -860(B) V=-860(8) W=849(B)X=-1763(B) Truss Truss Type Qty Ply Rottschalk 848120399 1608-047 G03D COMMON GIRDER 1 Job Reference (optional) ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with M7ekO connectors. This design k based only upon parametersshown. 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 but design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Qualify Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. BUTTE COUNTY T BUILDING DIVISION APPROVED Mire®®■W 7777 Greenback Lane Suite 109 Job Truss Truss Type-' • Qty Ply Rottschalk (loc) I/deft Ud PLATES GRIP TCLL 20.0 R48120400 1608-047 H06, Diagonal Hip Girder 5 1 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:42:23 2016 Page 1 ID:tl2jN WczPcvYXB07Tf8WLGyowOG-dC7EHm8G7NJXbRWZe?vQRmoxEYnam_gE?TXW7myodgk 2-10-11 4-4-12 B-4-5 r 2-10-11 - 4-4-12 3-11-10 ` Scale = 1:22.7 2x4 II D A LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.43 Vert(LL) -0.02 F -I' >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC '0.15 Vert(TL) ' -0.03 E -F >999 180 BCLL 0.0 Rep Stress Incr NO . WB 0.15 Horz(TL) 0.01 E n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH Weight: 38 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 DF No.18Btr G - except end verticals. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) B=541/0-7-6,E=316/Mechanical. Max Horz B=141(LC 25) Max Uplift B=-180(LC 4), E=-60(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-526/47 BOT CHORD B -F=82/423, E -F=-82/423 WEBS C -E=-459/92 NOTES- (9) 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) E except @A_Ib) B=180. 7) "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. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -D=-60, E -G=-20 Concentrated Loads (lb) Vert: K= -9(F=-5, B=-5) M= -17(F=-8, B=-8) BUTTE COUNTY BUILDING DIVISION APPROVED ® WARNING - verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekO connectors. This design is based only upon parameters siown. and is for an individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSS -89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. �p?,0FESS1* TEOpos�Fy � c ' CLIJ wP C 75435 c m * EXP. 03/31/2018 �9T OFGAUF� August 12,2016 MiTek' 7777 Greenback Lane Suite 109 Carus Hei hts CA 95610 Job Truss Truss Type Qty PlyRottschalk 10-7-12 • 5-1-5 Plate Offsets (X Y)-- [B:0-1-5.0-0-51 _ LOADING (psf) R48120401 1608-047 H08 Diagonal Hip Girder 1 TCLL 20.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.03 E -F >999 240 MT20 220/195 TCDL 10.0 Job Job Reference o tional SYS I tMS NLU5 LUMt3ER GO, ANDERSON, CA 2-9-15 2-9-15 A 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:42:24 2016 Page 1 ID:l12jN WczPcvYXB07Tf8WLGyowOG-6PhcU69uuhRODb51BiQfzzK6ly4tVNC NE7G4XCyodgj 5.6-7 10-7-12 5-6-7 5-1-5 3x4 II D Scale = 1:27.0 "^" —---"--� NAILtU NAILED • - 5-6-7 10-7-12 5-6-7 5-1-5 Plate Offsets (X Y)-- [B:0-1-5.0-0-51 _ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.03 E -F >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.34 Vert(TL) ' -0.10 E -F >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.40 Horz(TL) 0.01 E n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH Weight: 48 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 except end verticals. WEBS 2X4 OF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (Ib/size) B=663/0-7-6, E=573/Mechanical Max Horz B=174(LC 25) Max Uplift B=-189(LC 4), E=-122(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-837/123 BOTCHORD B-F=175/749,E-F=-175/749 WEBS C -F=0/286, C -E=-775/179 SU TTE COUNW NOTES. (9) BUILDING DIVISION 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; ISION 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 APPROVED 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=11b) B=189, E=122. "NAILED" 7) 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. 8) In the LOAD CAS=(S) section, loads applied to the face of the truss are noted as front (F) or back (B). �F ES.S/ ONq 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. �Q� C` 1E0 l �2 LOAD CASE(S) Standard CO 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 C 75435 (P Uniform Loads (pn Lu LO m Vert: A -D=60, E -G=-20 X Concentrated Loads (lb) EXP. 03/31/2018 Vert: C= -9(F=-5, B=-5) F= -17(F=-8, B=8) K= -122(F=-61, 8=-61) M=79(F=40, B=40) * August 12,2016 ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 10/03/2015 BEFORE USE. ry Design valid for use only with M7ekO connectors. This design is based only upon parameters shown. and is for on individual building component, not �Q 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 ciord members only. Additional temporary and permanent bracing iT®k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage. delivery, erection and bracing of trusses and truss systems. see ANSI/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 2231 A. - Suite 109 Job• Truss Truss Type Qty Ply Roltschalk I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 R48120402 1608-047 HT01 Piggyback 12 1 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.05 Vert(TL) -0.00 Job Reference (optional) SYSTEMS PLUS LUMBER GO, ANDERSON, GA a.uiu s Apr zu zulo MI I ex mausmes, Inc. rn Hug I4 u`J:9C.4a 4a IO rage r ID:tl2jNWczPcvYXB07Tf8WLGyowOG-abF_iRAWe_ZFglgylQxuWBtNBLUgEv jXTnOd3yodgi 2-0-15 4-1-14 2-0-15 I 2-0-15 1 3x4 = C 2x4 = 2x4 = Scale = 1:8.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.02 Vert(LL) -0.00 D n/r 120 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.05 Vert(TL) -0.00 D n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 D n/a n/a BCDL 10.0 Code IBC2012rrP12007 Matrix -SH Weight: 9 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-1-14 oc purlins. BOT CHORD 2X4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) B=127/2-3-4, 0=127/2-3-4 Max Horz B=14(LC 8) Max Uplift B=-23(LC 8), D=23(1_C 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. BUTTE COUNTY 2) 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; jj`"�� DIVISION '"� 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 I L8J I N W IVI e i� I N 3) Gable requires continuous bottom chord bearing. APPROVED 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, D. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q?,oFESSI0 ���� pTEOL)o �F2 LU WPC 75435 * EXP. 03//31/2018 OF August 12,2016 ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 cnord members only. Additional temporary and permanent bracing Welk' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/11`11 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 Rottschalk PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 R48120403 1608-047 JOi Jack -Open 12 1 BC 0.04 Vert(TL) 0.00 G >999 180 BCLL 0.0 Rep Stress Incr YES Job Reference o tionat aT51 tm5 PLUS Lum13tK GU, ANULKSUN, GA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fn Aug 12 09:42:25 2016 Page 1 1 D:tl2jN Wcz PcvYXB07Tf8 W LGyowO G-abF_i RA We_ZFglgylQxuNBtLk LUIEwjXTnOd3fyodg i A 2-M 1-10-15 Scale = 1:11.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) 0.00 G >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.04 Vert(TL) 0.00 G >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/TP12007 Matrix -MSH Weight: 9 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 No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. . REACTIONS. (Ib/size) C=19/Mechanical, B=259/0-5-8, D=-6/Mechanical w Max Horz B=67(LC 8) Max Uplift C=-10(LC 8), B -72(1_C 8), D=-6(LC 1) Max Grav C=19(LC 1), B=259(LC 1), D=23(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- (7) 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; BUTTE L. grip DOL=1.33 MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate G COUNTY BUILDING DIVISION 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. �/ 3) 'This truss has been designed for a live load f on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide APPROVED will fit between the bottom chord and any otherr members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of wdhstanding 100 Ib uplift at joint(s) C, B, D. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. FESS/O TEOpOs�F� c� LIJ LU C 754.35 c rn * EXP. 03/31/2018 OF August 12,2016 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE 1101I1.7473 rev. 10/03/2015 BEFORE USE. ��• Design valid for use only with MTek8 connectors. This design's 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 iViiT®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/71`11 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 Truss Truss Type Qty Ply Rottschalk PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 R48120404 1608-047 J02 Jack -Open 12 1 BC 0.08 Vert(TL) -0.02 D -G >999 180 BCLL 0.0 Rep Stress Incr YES Job Reference (optional) bTb 1 tMb t'LUb LUMbLK GU, ANUtKbUN, UA 6.010 5 Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:42:26 2016 Page 1 I D:tl2jN WczPcvYXB07TfBWLGyowOG-2noMvnA8Plh6SvF8J7S720Q WUlpSzNzgiRlAb5yodgh A 2-" 3-10-15 3-10-15 Scale= 1:16.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.01 D -G >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.08 Vert(TL) -0.02 D -G >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 ISC2012rTP12007 Matrix -MSH Weight: 14 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins. BOT CHORD 2X4 OF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ((b/size) C=86/Mechanical, B=305/0-5-8, D=37/Mechanical Max Horz B=104(LC 8) Max Uplift C=-45(LC 8), B-611 (LC 8) Max Grav C=86(LC 1), B=305(LC 1), D=66(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- (7) 1) Wind: ASCE 7-10; Vul1=11 Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; 3CDL=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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) C, B. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO 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 two web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personot injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI.rTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. AlexonclKo, VA 22314. BUTTE COUNTY BUILDING DIVISION APPROVED Qp,OFESS/ply IE00 q�F OS UJ WP C 75435 * EXP. 03/31/2018 August 12,2016 MiTek' 7777 Greenback Lane Job Truss Truss Type Qty Ply Rottschalk • R48120405 1608-047 J03 Jack -Open 37 1 Job Reference toptional SYS I EMS PLUS LUMBER GO, ANDERSON, CA r A 2-0-0 8.010 s Apr 20 2016 MiTek Industdes, Inc. Fri Aug 12 09:42:26 2016 Pagel ID:tl2jNWczPcvYXB07Tf8WLGyowOG-2nOMvnA8Plh6SvF8J7S720QU WInBzNzgiRlAb5yodgh 6-0-0 6-0-0 6-0-0 Scale = 1:21.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) -0.04 D -G >999 240 MT20 2201195 TCDL,- 10.0 Lumber DOL 1.15 BC 0.22 Vert(TL) -0.14 D -G >502 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 B n/a n/a BCDL 10.0 Code IBC2012/ rP12007 Matrix -MSH Weight: 20 lb FT = 20% LUMBER- BRACING- - TOP CHORD 2X4 OF No.t&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 OF No.t&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) C=148/Mechanical, B=378/0-5-8, D=69/Mechanical Max Horz B=143(LC 8) Max Uplift C=-77(LC 8), 8=60(1_C 8) Max Grav C=148(LC 1), B=378(LC 1), D=108(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BUILDING B���L. NOTES- CE BUILDI 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; A �^ MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate V U ��� /f�'O� grip DOL=1.33 /A ��� Y 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurcent with any other live loads. obi{ ®�� 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) C, B. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU -7473 rev. 10/03/2015 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 des gn 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 alwoys recuired 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 Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. 9�0F ESS/�N IEQDCsq �c LU W C 75435 rn * EXP. 03/3112018 August 12,2016 MiT®k' 7777 Greenback Lane Suite 109 Job _ r Truss Truss TypeQty DEFL. in (loc) Vdefl Ud Ply Rottschalk Plate Grip DOL 1.15 - Vert(LL) -0.05 C -F >999 240 MT20 220/195 TCDL 10.0 R48120406 1608-047 J03A Jack -Open 1 1 WB 0.00 ' BCDL 10.0 Code IBC2012rrP12007 Matrix -MSH Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA A 8.010 s Apr 20 2015 MITek Industries, Inc. Fri Aug 12 09:42:27 2016 Page 1 I D:112j N WczPcvYXB07Tf8WLGyowOG-WzMk77BmAcpz43pKtgzMbcyeeg6jipDgw5Vk8Xyodgg 6-0-0 Scale = 1:20.3 3x4 C 6-0-0 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL) -0.05 C -F >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.27 Vert(TL) -0.17 C -F >431 180 MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate BCLL' 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 A n/a n/a BCDL 10.0 Code IBC2012rrP12007 Matrix -MSH Weight: 17 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.I &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) A=238/0-5-8, B=158/Mechanical, C=80/Mechanical Max Horz A=111(LC 8) Max Uplift A=-11(LC 8), B=-81(LC 8) Max Grav A=238(LC 1), B=158(LC 1), C=111(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (7) 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; BUILDING 4 A MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate pIV1,9I®N grip DOL=1.33 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurcent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide � � ���� will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members.. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable cf withstanding 100 Ib uplift at joint(s) A, B. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. p�OFESS1 1 EOp0ZP w C75435 c m UJ EXP. 03/31/2018 * OF CAUV' August 12,2016 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK ,REFERENCE PAGE Mf1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and is for an individual building component, not wt 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. B•ocing 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 95 Job,Truss SPACING- Truss Type Qty Ply Rottschalk ' TCDL 10.0 Lumber DOL 1.15 848120407 1608-047 J05 MONO TRUSS 1 10.0 Code IBC2012/TP12007 WB 0.22 Horz(TL) 0.00 D n/a Job Reference o tional SYSTEMS PLUS LUMBER CO, ANDERSON, CA A 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:42:27 2016 Page 1 I D:tl2jN Wcz PcvYX B07Tf8 W LGyowO G- WzMk778mAcpz43pKtgzM b cyiw98Uimngw5V k8Xyodg g 3-5-4 2-6-12 2x4 II C 3x4 = Zx4 11 4x4 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code IBC2012/TP12007 3-5-4 6-0-0 3-54 2-6-12 CSI. DEFL. in (loc) I/deft Ud TC 0.06 Vert(LL) -0.01 E -G >999 240 BC 0.15 Vert(TL) -0.02 E -G >999 180 WB 0.22 Horz(TL) 0.00 D n/a n/a Matrix -MSH LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD BOT CHORD 2X6 DF SS G WEBS 2X4 OF Stud/Std G BOT CHORD REACTIONS. (Ib/size) A=790/0-3-8, D=845/Mechanical Max Horz A=111(LC 5) Max Uplift A=-126(LC 8), D=-164(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=1141/189 BOT CHORD A -E=-184/1012, D -E=184/1012 WEBS B -E=-142/997. B -D=-1231/255 Scale = 1:21.1 PLATES GRIP MT20 220/195 Weight: 62 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (12) 1) 2 -ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords contracted 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 (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. 3) 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 (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) 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 Ib uplift at joint(s) except 0=1b) A=126, D=164. 9) Use USP JUS26 (Vrlth 10d nails into Girder & 10d nails into Truss) or equivalent at 2-0-12 from the left end to connect truss(es) to front face of bottom chord. 10) Use USP JUS24 (With 10d nails into Girder & 10d nails into Truss) or equivalent at 4-0-12 from the left end to connect truss(es) to front face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard BUTTE CCUNN BUILDING DIVISION APPROVED ?RpFESS/pN� TEOpCZ9 ILLI UJ C 75435 � rn EXP, 03/31/2018 August 12,2016 ®WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev, 10107/2015 BEFORE USE. Design valid for use oily with MTekO 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 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 Job Truss Truss Type Qty Ply Rottschalk - r 848120407 1608-047 J05 MONO TRUSS 1 Job Reference (optional) SYS 1 tMS PLUS LUMtltR UU, ANUERSUN, GA LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -D=-20, A -C=-60 Concentrated Loads (lb) Vert: H= -583(F) 1=-583(F) 8.010 s Apr 20 2016 MiTek Industries, Inc. Fn Aug 12 09:42:27 2016 Page 2 I D:tl2jN WczPcvYXB07Tf8 WLGyowOG-WzMk77BmAcpz43pKtgzMbcyiv98Uimngw5Vk8Xyodgg BUTTE COUNTY BUILDING DIVISION APPROVED WARNING - Verify des(gn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7477 rev. 10/03/2015 BEFORE USE. Design valid for use only with M1ek0 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 porcmeters and properly incorporate this design into the overall .r• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k' is always required for stability and to prevent collapse with possible personal injury and prcperty 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, Alexanckia, VA 22314. Suite 109 JobTruss SPACING- Truss Type Qty Ply Rottschalk r r Ildefl Ud TCLL 20.0 Plate Grip DOL 848120408 1608-047 J06 Jack -Open 2 1 240 TCDL 10.0 Lumber DOL 1.15 BC 0.22 Vert(TL) Job Reference (optional) SYSTEMS PLUS LUMBER GO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:42:28 2016 Page 1 I D:112jN WczPcvYXB07Tf8WLGyowOG_Aw7 KTCOxvxghCO WQYVb8pVgAZTmRGTz91EHgyoudgf -2-0-0 F 5-10-15 2-0-0 5-10-15 A LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.04 D -G >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.22 Vert(TL) -0.13 D -G >527 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 B n/a n/a BCDL 10.0 Code IBC2012/TP12007 Matrix -MSH LUMBER- I BRACING - TOP CHORD 2X4 DF No.18Btr G TOP CHORD BOT CHORD 2X4 DF No.18Btr G BOT CHORD REACTIONS. (Ib/size) C=146/Mechanical, B=374/0-5-8, D=68/Mechanical Max Horz B=141(LC 8) Max Uplift C=-76(LC 8), 13=60(LC 8) Max Grav C=146(LC 1), B=374(LC 1), D=106(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:21.7 PLATES GRIP MT20 220/195 Weight: 20 Ib FT = 20% Structural wood sheathing directly applied or 5-10-15 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) C, B. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE couNn BUILDING DIVISION APPRO!/ED �9?,OFESS/ONS �ID I EOpOs�F�c W C 75435 c m 1 * EXP. 03/31/2018 *I OF August 12,2016 HK WARNING • verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.707J rev. f 0/0J/I015 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 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 prop eliy damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/1P11 Quality CrIteria, DSB•89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Rriita Ino Job . Truss _7 Truss Type Qty Pty Rottschalk Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 848120409 1608-047 J08 Jack -Open >999 1 MT20' 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.32 Vert(TL) -0.24 Job Reference (optional) SYSTEMS PLUS LUMBER CO, T ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:42:28 2016 Page 1 ID:tl2jNWczPcvYXB07Tf8WLGyowOG_Aw7KTCOxvxghCOWQYVb8pVgZSCRFszglEHgyodgf -2.OA 3-11-3 7-7-6 2A-0 3-11-3 3-8-3 A n 7-7-6 Scale = 1:25.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) - -0.08 F -I >999 240 MT20' 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.32 Vert(TL) -0.24 F-1 >373 180 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 E n/a n/a BCDL 10.0 Code IBC2012frP12007 Matrix -MSH Weight: 30 Ib FT = 20% LUMBER - TOP CHORD 2X4 DF No.1 &Btr G BOT CHORD 2X4 DF No.1 &Btr G WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) D=87/Mechanical, 8=438/0-5-8, E=199/Mechanical Max Horz B=173(LC 8) Max Uplift D=-57(LC 8), B=62(1_C 8), E=-22(LC 8) Max Grav D=87(LC 1), B=438(LC 1), E=203(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-317/27 BOT CHORD B -F=-112/271 WEBS C -F=308/127 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. NOTES- (7) 1) Wind: ASCE 7-10; Vutt=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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) D, B. E. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. '?�OFESS/ON'9l �� TEODon Fy LU WP C 75435 �a: rn IX X EXP. 03/3112018 OF August 12,2016 ® WARNING - Vedty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTeI0 connectors. This design is based only upon parameters shown, and is for an individual building component. not - �• o truss system. Before use, the building designer must verify the applicability of design parameters and 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' olways 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 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 , Truss Truss Type Oty PlyRottschalk DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.08 E -H >999 240 R48120410 1608-047 J09 Jack -Open 1 1 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 D n/a n/a BCDL 10.0 Job Reference (oDtionah SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:42:29 2016 Page 1 ID:tl2jNVVczPcvYX807Tf8WLGyowOG-SMUVYpD1iD3hJMzj_FOggl2?yznHAiv60P rCOyodge 3-11-3 7-7-6 3-11-3 3-8-3 A I D 3x6 % 3x4 = 7.7-6 7-7-6 Scale = 1:24.5 Plate Offsets (X.Y)-- [A:0-2-9,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.08 E -H >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.33 Vert(TL) -0.26 E -H >352 180 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 D n/a n/a BCDL 10.0 Code IBC2012lrP12007 Matrix -MSH Weight: 27 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 OF Stud/Std G REACTIONS. (Ib/size) A=302/0-5-8, C=82/Mechanical, 0=220/Mechanical Max Horz A=141(LC 8) Max Uplift A=-14(LC 8), C=-55(LC 8), D=-32(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-13=340/38 BOT CHORD A -E=-126/303 WEBS B -E=344/144 13UTTE COUN NOTES- (7) 1) Wind: ASCE 7-10; Vutt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Ops1; BCDL=6.Opsf; h=25ff; Cat. II; Exp C; enclosed; 1 1 BUILDING DIVISION 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 APPROVED 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding ,100 Ib uplift at joint(s) A, C, D. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. �..--- ���� 'TEODOs �Fy\ Q3LL1 C 75435 * EXP. 03/31/LU 2018 OF August 12,2016 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11 -7473 m, 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and is for an individual building component, notHK 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 properly damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSI/71`11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Suite 109 Job ' Truss Truss Type Ory Ply Rottschalk ' 848120411 1608-047 AD MONO TRUSS 1 Job Reference o tional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:42:29 2016 Page 1 ID:tl2jNWczPcvYXB07Tf8WLGyowOG-SMUVYpD1iD3hJMzj_FOgg122hzgIAg660P rCOyodge 4-2-15 7-0 4-2-15 3-4-7 A 2x4 II C 4x4 = JUS26 2x4 II 4x4 = JUS26 JUS24 JUS24 Scale ='1:26.9 'r 4-2-15 'I 4-2-15 3-41 Plate Offsets (X Y)— IA:0-2-0 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) -0.01 E -G >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.17 Vert(TL) ^ -0.03 E -G >999 180 BCLL 0:0 Rep Stress Incr NO WB 0.23 Horz(TL) 0.01 D n/a n/a BCDL 10.0 Code IBC2012rrP12007 Matrix -MSH Weight: 79 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X6 OF SS G except end verticals. WEBS 2X4 OF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) A=1109/0-3-8, D=1123/Mechanical Max Horz A=142(LC 20) Max Uplift A=-208(LC 8), D=-246(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BUTTE COUNTY TOP CHORD A -B=1307/245 BOTCHORD A-E=241/1157,D-E=-241/1157 BUILDING DIVISION WEBS B -E=171/1048, B -D=-1376/327 NOTES- (12) APPROVED 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: \vm Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (13), unless otherwise indicated. 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 (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) 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 FESS/ will fit between the bottom chord and any other members. OQ� ONq 6) A plate rating reduction of 20% has been applied for the green lumber members. C` I EOo l<cy 7) Refer to girder(s) for truss to truss connections. C,1 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) j Q� std A=208, D=246.` o C 75435 m 9) Use USP JUS26 (With 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 0-8-12 from the W lL C Mleft end to 2-8-12 to connect truss(es) to back face of bottom chord. W X 10) Use USP JUS24 (With 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 4-8-12 from * EXP. 03/31/2018 the left end to 6-8-12 to connect truss(es) to back face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard August 12,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mit-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individualtrussweb and/or chord members only. Additional temporary and permanent bracing A A'�®Ir' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M11� Il 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. writ. inq Job , Truss Truss Type Ory Ply Rottschalk • R48120411 1608-047 J10 MONO TRUSS 1 2 Job Reference o tional SYSTEMS PLUS LUMBER CO, ANDERSON, CA LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -D=20, A -C=-60 Concentrated Loads (Ib) Vert: G=-41O(B) H=-407(8) 1=-407(B) J=-41 O(B) 6.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:42:29 2016 Page 2 ID:tl2jNWczPcvYXB07Tf6WLGyowOG-SMUVYpD1 iD3hJMzj_FOgg 122hzglAg660P_rCQyodge r t 1 - r EUTTE COUNTY BUILDING DIVISION APPROVED WARNING • Verf/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 �^ o truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iTe k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 95 Job Truss Truss Type City Ply Rottschalk Plate Offsets (X.Y)-- IB:0-2-10.0-1-81 R48120412 1608-047 J11 Jack -Open 5 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. Job Reference (ootionah SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:42:30 2016 Page 1 ID:tl2jN WczPcvYXB07Tf8WLGyowOG-wY209EfrXBYxWYvYzX3DEa8ZM8xvAyGc3jOksyodgd -211 6-8.15 _ 11-M 2-0-0 6-8-15 4-3-1 A E Scale = 1:34.3 LUMBER- BRACING - TOP CHORD 2X4 DF NO.1&Btf G TOP CHORD BOT CHORD 2X4 DF No.t&Btr G BOT CHORD REACTIONS. All bearings 0-1-8 except Qt=length) B=0-5-8, F=Mechanical, C=0-3-1. (lb) - Max Horz B=236(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) E, B, D except C=-127(LC 8) Max Grav All reactions 250 Ib or less at joint(s) E, F, C, D except 8=41 O(LC 1) 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. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; VuR=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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) E, D. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) E, B, D except Qt=1b) C=127. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) E, C, D. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNTY BUILDING. DIVISION APPROVED rEXP. 1E0D '<FO�CK w 75435 03!31 /2018 OF August 12,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 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 9! building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IYI is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the �/�iTek" fabrication, storage, delivery. erection and bracing of trusses and truss systems. see ANSI/TPI1 Quality Criteria, DSO -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 r 66-9-1-8-15 5 Plate Offsets (X.Y)-- IB:0-2-10.0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL) 0.07 F -I >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.30 Vert(TL) -0.24 F -I >334 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 B n/a n/a BCDL 10.0 Code ISC2012/TPI2007 Matrix -MSH Weight: 29 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF NO.1&Btf G TOP CHORD BOT CHORD 2X4 DF No.t&Btr G BOT CHORD REACTIONS. All bearings 0-1-8 except Qt=length) B=0-5-8, F=Mechanical, C=0-3-1. (lb) - Max Horz B=236(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) E, B, D except C=-127(LC 8) Max Grav All reactions 250 Ib or less at joint(s) E, F, C, D except 8=41 O(LC 1) 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. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; VuR=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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) E, D. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) E, B, D except Qt=1b) C=127. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) E, C, D. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNTY BUILDING. DIVISION APPROVED rEXP. 1E0D '<FO�CK w 75435 03!31 /2018 OF August 12,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 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 9! building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IYI is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the �/�iTek" fabrication, storage, delivery. erection and bracing of trusses and truss systems. see ANSI/TPI1 Quality Criteria, DSO -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Job Truss Truss Type Qty Ply Rohschalk ' I/deft Ud TCLL 20.0 Plate Grip DOL R48120413 1608-047 J12 Jack -Open 1 1 240 TCDL 10.0 Lumber DOL 1.15 BC 0.30 Vert(TL) Job Reference (optional JTZ) I tMZ) PLUS LUMbtK GU, ANUtKSVN, GA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fn Aug 12 09:42:30 2016 Page 1 I D:tl2jN WczPcvYXB07Tf8WLGyowOG-wY2l19ErrXBYxWYvYzX3DEa8ZM8xvAyGc3jOksyodgd 1 �2-01 6-8-15 I 11-8-15 0-0 6-8-15 5-0-0 A F LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL) 0.07 G -J >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.30 Vert(TL) -0.24 G -J >334 180 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 -MSH LUMBER- BRACING - TOP CHORD 2X4 DF No.1&BUG TOP CHORD BOT CHORD 2X4 DF No.t&Btr G BOT CHORD REACTIONS. All bearings 0-1-8 except (jt=length) 8=0-5-8, G=Mechanical, C=0-3-1. (lb) - Max Horz 8=249(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) B, D, E except C=-127(LC 8) - Max Grav All reactions 250 Ib or less at joint(s) G, C, D, E except B=41 O(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:36.5 PLATES GRIP MT20 220/195 Weight: 30 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 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; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) D, E. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, D, E except fjt=lb) C=127. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C, D, E. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BU TE COUNTY BUILDING DIVISION APPROVED Q�OF ESS1pN <�Q�� IEOp0sF2 LU C 75435 c M EXP. 03/3112018 OF August 12,2016 ® WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 110111.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with M7e1<0 connectors. This design is based only upon parameters shown. and is for on individual building component, not WK, 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 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 available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Suila Ina JobTruss SPACING- Truss Type Qty Ply RottSchalk Plate Grip DOL 1.15 TC 0.42 TCDL 10.0 R48120414 1608-047 J13 Jack -Open 2 1 YES WB 0.00 BCDL 10.0 Code IBC2012rrP12007 Matrix -MSH Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:42:31 2016 Page 1 I D:l12jN WczPcvYXB07Tf8WLGyowOG-PlcFyVEHEgJPYg756g2llS7JJmUAedCPOTxHlyodgc 2-0-0 6-8-15 - 12-0.0_ 2-0-0 6-8-15 53-1 Scale = 1:37.2 6-8-15 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.42 TCDL 10.0 Lumber DOL 1.15 BC 0.30. BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code IBC2012rrP12007 Matrix -MSH LUMBER - TOP CHORD 2X4 DF No.18Btr G BOT CHORD 2X4 DF No.18Btf G DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) 0.07 G -J >999 240 MT20 220/195 Vert(TL) -0.24 G -J >334 180 Horz(TL) 0.00 B n/a n/a Weight: 31 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-1-8 except Qt=length) B=0.5-8, G=Mechanical, C=0-3-1. (lb) - Max Horz B=253(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) B. D. E except C=-127(LC 8) Max Grav All reactions 250 Ib or less at joint(s) G, C. D, E except B=410(LC 1) 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. 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) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) D, E. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, D. E except (Jt=1b) C=127. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C, D, E. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNTY BUILDING DIVISION APPROVED '�)99�OFESS/0 '16?`� �'0 1 EOpOs�F2c P F LIJ W C 75435 G M ,t E� / 8 *. �sr C10 - August 10 - August 12,2016 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MilekO 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 i building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IYI is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the nAiTek' 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 Truss Truss Type City Ply Rottschalk r I/deft Ud TCLL 20.0 Plate Grip DOL 848120415 1608-047 J14 Jack -Open 3 1 240 TCDL 10.0 Lumber DOL 1.15 BC 0.36 Vert(TL) Job Reference o tional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. FIT Aug 1Z UU:4Z:31 2U16 rage 1 ID:tl2jN WczPcvYXB07Tf8 WLGyowOG-PIcFyVEHEgJPYg756g2llS71 hmTCedC PdTxHlyodgc A 6-8-15 5-3-1 E 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) 0.09 F -I >873 240 TCDL 10.0 Lumber DOL 1.15 BC 0.36 Vert(TL) -0.27 F-1 >292 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 A n/a n/a BCDL 10.0 Code IBC2012rrP12007 Matrix-MSIH LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD BOT CHORD 2X4 DF No.1 &Btr G BOT CHORD REACTIONS. All bearings 0-1-8 except (jt=length) A=0-5-8, F=Mechanical, B=0-3-1. (lb) - Max Horz A=221(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) C, D except B=-131(LC 8) Max Grav All reactions 250 Ib or less at joint(s) F, B, C, D except A=272(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:36.4 I$ PLATES GRIP MT20 220/195 Weight: 28 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) C, D. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) C, D except (jt=1b) B=131. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) B, C, D. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNTY BUILDING DIVISION APPROVED 9?,OFESS/p� 1E0p0s, LUW C75435 * EXP1,UUJU2018 l* VIS August 12,2016 ®WARNING . verify design parameters and READ NOTES ON THIS AND INCLUDED MI rEk REFERENCE PAGE 11!11-7473rev. 1010312015 BEFORE USE. Design valid for use only with MfTekO conneclors. 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 overallwit building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IYI is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the �AiTe k' 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 Job Truss Truss Type Ory PlyRottschalk 20.0 � 1.15 TC 0.26 TCDL 10.0 R48120416 1608-047 Voi Valley 1 1 YES WB 0.06 BCDL 10.0 Code IBC2012rTP12007 Matrix -SH Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:42:32 2016 Page 1 ID:tl2jN WczPcvYXB07Tf8WLGyowOG-txAdArFv?8RGAgiifOZXlfgWeAsbN4bZ4NCVplyodgb 9-10-15 9-10-15 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.26 TCDL 10.0 Lumber DOL 1.15 BC 0.09 BCLL 0.0 Rep Stress Incr YES WB 0.06 BCDL 10.0 Code IBC2012rTP12007 Matrix -SH DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 220/195 Vert(TL) n/a n/a 999 Horz(TL) -0.00 F n/a n/a LUMBER- BRACING - TOP CHORD 2X4 OF No.1&Btr G TOP CHORD BOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud/Std G BOT CHORD OTHERS 2X4 DF Stud/Std G REACTIONS. All bearings 9-10-15. (lb) - Max Horz A=174(LC 5) Max Uplift All uplift 100 Ib or less at joints) F, G, I except H=-171(LC 1) Max Grav All reactions 250 Ib or less at joint(s) A, F, H except G=346(LC 1), 1=315(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:26.9 Weight: 41 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8) 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) All plates are 2x4 MT20 unless otherwise indicated. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) F, G. 1 except (jt=1b) H=171. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q?,pF ESS/ON 1E0 COp�s�Fyc �+ UJ LU C 75435 � M BUTTE COUNTY EXP. 03/31/2018 BUILDING DIVISION APPROVED FOFCw August 12,2016 ® WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 101031201S BEFORE USE. Design valid for use only with MiTeLO connectors. This design is based only upon parameters shown. and is for on individual building component, not �, a truss system. Before use, the building designer must verily the applicabirity of design parameters and properly incorporate this design into the overall H /r 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 QuafBy 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 Job , . Truss Truss Type Qty PlyRottschalk CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 R48120417 1608-047 V02 Valley 1 1 BC 0.11 Vert(TL) n/a nla 999 BCLL 0.0 ' Rep Stress Incr YES Job Reference optional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:42:32 2016 Page 1 ID:tl2jN WczPcvYXB07Tf8WLGyowOG-txAdArFv?8RGAgilfOZXlfgXSAsQN4XZ4NCVplyodgb 7-10-15 7-10-15 Scale = 1:24.6 2x4 II C 2x4 ! 2x4 E D 2x4 II I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.11 Vert(TL) n/a nla 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) -0.00 D n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -SH Weight: 28 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 OF No.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 REACTIONS. (Ib/size) A=95/7 -10 -15,D=11917 -10-15,E=358/7-10-15 Max Hoa A=136(LC 7) Max Uplift D=-20(LC 5), E=101(1 -C 8) Max Grav A=103(LC 16), D=119(LC 1), E=358(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS B -E=-269/155 NOTES- (7) 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) D except (jt=lb) E=101 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�p FESS/ ON BUTTE COUNTY ���°�o IE000s�F2 BUILDING DIVISION � w� C 75435 c: m APPROVEDr * EXP. 03/31/2018 OF CA!i-W] August 12,2016 ®WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7471 rev. 10/03/2015 BEFORE USE. Design valid for use any with Mil ekO 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 alwoys 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 Solely Information available from Truss Plate Institute. 218 N. lee Street Suite 312. Alexandria. VA 22314. Suite Inq Job I Truss Truss Type Qty Pry Rottschalk Plate Grip DOL 1.15 TC 0.10 TCDL 10.0 848120418 1608-047 V03 Valley 1 1 YES WB 0.04 BCDL 10.0 Code IBC2012/TPI2007 Matrix -SH Job Reference o liana/ SYSTEMS PLUS LUMBER GO, ANDERSON, GA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fn Aug 12 09:42:33 2016 Page 1 I D:tl2jN WczPcvYXB07Tf8 WLGyowOG-L7jONAGXmSZ7o_HUD54mrtCkgaDQ6X2iJ1 y2LByodga 5-10-15 5-10-15 2x4 II C E D 2x4 2x4 II 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.10 TCDL 10.0 Lumber DOL 1.15 BC 0.06 BCLL 0.0 Rep Stress Incr YES WB 0.04 BCDL 10.0 Code IBC2012/TPI2007 Matrix -SH DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) n/a n/a 999 MT20 220/195 Vert(TL) n/a n/a 999 Horz(TL) -0.00 D n/a n/a LUMBER- BRACING - TOP CHORD 2X4 OF No.1 &Btr G TOP CHORD BOT CHORD 2X4 DF No.2 G WEBS 2X4 DF Stud/Std G BOT CHORD OTHERS 2X4 OF Stud/Std G REACTIONS. (Ib/size) A=65/5-10-15, D=88/5-10-15, E=259/5-10-15 Max Horz A=98(LC 5) Max Uplift D=-15(LC 5), E=-73(LC 8) Max Grav A=72(LC 16), D=88(LC 1), E=259(LC 1) FORCES. (Ib) - Max: Comp./Max. Ten. - All forces 250 (lb) or less except when shown Scale = 1:18.6 Weight: 21 Ib FT = 20% Structural wood sheathing directly applied or 5-10-15 oc purlins, except end verticals. Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (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) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) D, E. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 13UTT'E COUNT "w EUILDING DIVISION APPROVED /p�pFESS/ON\ �QQ�O TEOpOs�Fy c� LU w C 75435 c M EXP. 03131/2018 OF August 12,2016 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. wit Designvalid foruseonlywith MTekOconnectors. This design a based only upon parameters shown, and is for an individual building component. not a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Suite 109 Job , Truss Truss Type Qty. Ply Rottschalk PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) n/a n/a 999 848120419 1608-047 VO4 . Valley 1 1 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Job Reference o tional oTJ I tMJ PLUJ LUMUt:< UU, ANUtHbUN, L;A 6.010 s Apr 20 2016 MiTek Industries, Inc. Fn Aug 12 09:42:33 2016 Page 1 1 D:tl2jN WczPcvYXB07TfBWLGyowOG-L7jONAGXmSZ7o_HUD54mrtCkgaCg6XiiJ 1 y2LByodga 3-10-15 3-10-15 8 2x4 i 2x4 11 C Scale = 1:12.6 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.09 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -SH Weight: 12 Ib FT = 20% 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 No.2 G except end verticals. WEBS 2X4 OF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) A=126/3-10-15, C=126/3-10-15 Max Horz A=60(LC 7) Max Uplift A=-13(LC 8), C=29(1_C 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (7) 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 p, e��p— grip DOL=1.33 Bu C COUNTY 2) Gable requires bottom chord bearing. g�' been designed 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. BUILDING DIVISION 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 fit between the bottom chord and any other members. �p.�� A U n n t�%` / L° n 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, C 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. p?yOFESS/pN 1E0p�s�F2 w w C 75435 c m CK X t * EXP. 03/31/2018 August 12,2016 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev, 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly 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 'or 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 SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Job r Truss Truss Type City Ply Rottschalk Vdefl Ud TCLL 20.0 Plate Grip DOL 1.15 ' 848120420 1608-047 V05 Valley 1 1 Lumber DOL 1.15 BC 0.01 Vert(TL) n/a n/a Job Reference o tional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:42:34 2016 Page 1 I D:tl2jN WczPcvYXB07TfBWLGyowOG-pKHObWH9Xlh_P7sgnob?N41wy_ZMrysXhhctdyodgZ 1.10-15 1-10-15 Scale = 1:7.6 5x6 = B 2x4 C LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.01 Vert(LL) n/a n/a 999 TCDL 10.0 Lumber DOL 1.15 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code IBC2012ITP12007 Matrix -SH LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD BOT CHORD 2X4 DF No.2 G WEBS 2X4 DF Stud/Std G BOT CHORD REACTIONS. (Ib/size) A=46/1-10-15, C=46/1-10-15 Max Horz A=22(LC 7) Max Uplift A=-5(LC 8), C=-10(LC 8) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 220/195 Weight: 5 Ib FT = 20% Structural wood sheathing directly applied or 1-10-15 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 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) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, C. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNTY BUILDING DIVISION APPROVE® August 12,2016 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/07/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shovm, and is for an individual building component, not ��" a truss system. Before use, the building designer must verity the applicability of design po-ameters and property incorporate this design into the overall �A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IYI 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/1PI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Job Truss Truss Type Oty Ply Rottschalk I/defl Ud TCLL 20.0 Plate Grip DOL 1.15 R48120421 1608-047 V06 Valley 1 1 Lumber DOL 1.15 BC 0.05 Vert(TL) n/a n/a Job Reference (optional) SYSTEMS PLUS LUMBER CO, -ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:42:34 2016 Page 1 I D:tl2jN WczPCVYXB07Tf8 WLGyowOG-pKHOb WH9XIh_P7sgnob?N41vi_Zkr_JsXhhctdyodgZ 5.8-7 5-8-7 2x4 II C E D 2x4 i 2x4 II - 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.09 Vert(LL) n/a n/a 999 TCDL 10.0 Lumber DOL 1.15 BC 0.05 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 D n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -SH LUMBER- BRACING - TOP CHORD 2X4 DF No. 18Btr G TOP CHORD BOT CHORD 2X4 DF No.2 G WEBS 2X4 OF Stud/Std G BOT CHORD OTHERS 2X4 DF Stud/Std G REACTIONS. (Ib/size) A=62/5-8-7, D=85/5-8-7, E=248/5-8-7 Max Horz A=94(LC 5) Max Uplift D=-14(LC 5), E=-70(LC 8) Max Grav A=68(LC 16), D=85(LC 1), E=248(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown Scale = 1:17.9 PLATES GRIP MT20 220/195 Weight: 20 Ib FT = 20% Structural wood sheathing directly applied or 5-8-7 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 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 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide wili fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of'withstanding 100 Ib uplift at joint(s) D, E. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with M7eke connectors. This design is based only upon parameters shown, and is for on individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. 13 UTTE couNTv 9-UI4,91NCa DIVISION APPROVED August 12,2016 a� MiTek" 7777 Greenback Lane Job „ Truss Truss Type Qty TCLL Rottschalk Plate Grip DOL 1.15 TC 0.10 TCDL 10.0 848120422 1608-047 V07 Valley 1 [ly� 1 YES WB 0.00 BCDL 10.0 Code IBC2012ITP12007 Matrix -SH Job Reference o tional SYS I EM5 PWS LUMBER GU, ANDERSON, GA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:42:34 2016 Page 1 ID:tl2jNWczPcvYXB07TfBWLGyowOG-pKHObWH9Xlh_P7sgnob?N41vf YGrysXhhctdyodgZ 3-8-7 3-8-7 Scale: 1"=1' B 2x4 i LOADING (psf)SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.10 TCDL 10.0 Lumber DOL1.15 BC 0.08 BCLL 0.0 Rep Stress In -r YES WB 0.00 BCDL 10.0 Code IBC2012ITP12007 Matrix -SH LUMBER - TOP CHORD 2X4 DF No.18Btr G BOT CHORD -2X4 DF No.2 G WEBS 2X4 DF Stud/Std G C 2x4 II DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) n/a n/a 999 MT20 220/195 Vert(TL) n/a n/a 999 Horz(TL) -0.00 C n/a n/a Weight: 11 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) A=118/3 -8-7,C=118/3-8-7 Max Horz A=56(LC 5) Max Uplift A=-13(LC 8), C=-27(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. All forces 250 (Ib) or less except when shown. NOTES- (7) 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) Gable requires continuous bottom chord bearing.Y I`i�� ��' 1 j>, f�q/ 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. BUTTE U � y ' 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 widen N G DIVISION 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. APPROVED 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) A, C. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. OkOFESS/111 ply I EOpOs�Fy LU wP C 754.35 �`�c:: * EXE P. 03/31/2018 OF CAL August 12,2016 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7477 rev. 10/03/I015 BEFORE USE. Design valid for use only with MTea connectors. This design B based only upon parameters shown. and is for an individual building component. not � a truss system. Before use, the building designer must verity the applicability of design porcmeters 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 NiiTek" is always required for stability and to prevent collapse with possible personal injury and prcperty 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. Alexanctio. VA 22314. Suite 109 Job , 1. Truss Truss Type Ply Rottschatk CSI. DEFL. in 7ty1608-047 PLATES GRIP TCLL 20.0 848120423 TC 0.01 V08 Valley 1 Lumber DOL 1.15 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:42:35 2016 Page 1 ID:tl2jNVJczPcvYXB07Tf8WLGyowOG-HWnnosHnl3pgl HRILW7EwIH5mNveaRC?mLR9Q4yodgY 1-8-7 1-8-7 Scale = 1:7.0 1— 4x6 = B C 2x4 Plate Offsets (X Y)-- fB:Edoe 0-1-131 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.01 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code IBC2012/TP12007 Matrix -SH Weight: 4 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 1-8-7 oc purlins, BOT CHORD 2X4 DF No.2 G except end verticals. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 1 D-0-0 oc bracing. REACTIONS. (Ib/size) A=38/1-8-7, C=38/1-8-7 - Max Horz A=18(LC.5) Max Uplift A=-4(LC 8), C=-9(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- (7) 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 plate1 1° COUNTY grip DOL=1.33 UJ A A 2) Gable requires continuous bottom chord bearing. BUILDING DIVISION ��I®N 3) This truss has been designed for a 10.0 psf bottom chord live load nonccncurrent with any other live loads. � a yr I V 4) 'This truss has been designed for a live load f on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide APPROVED will fit between the bottom chord and any otherr membeembers. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, C. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. . �9?,OFESSIO piE000Z9F� c� LUw C'75435 sC m X X * E 3/31/2018 * 1 OF C AL August 12,2016 ®WARNING - Verify design paramefers and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE Mil -7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MTekO connectors. This design is based only upon parameters shown. and is for an individual building component, not �- a truss system. Before use, the building designer must verify the applicability of design parameters and 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 �1I� IL AiTek' 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 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety InfWalafion available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. s„an snq 4` Job i TrussTruss Type Qty Ply Rottschalk LOADING (psf) SPACING- 2-0-0 CSI. R48120424 1608-047 V09 Valley 1 1 Plate Grip DOL 1.15 TC 0.34 Vert(LL) n/a n/a 999 Job Reference (Optional) SYS I IMS FLUS LUMbt:K GU, ANUERSON, LA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fd Aug 12 09:42:35 2016 Page 1 ID:tl2jNWczPcvYXB07Tf8WLGyowOG-HWrmosHnl3pg1 HRtLW7EwIHOWNugaRF7mLR9Q4yodgY 11-4-7 3x4 i I H G J F Scale = 1:28.8 LUMBER- BRACING - TOP CHORD 2X4 DF No. 1RBtr G TOP CHORD BOT CHORD 2X4 DF No.2 G WEBS 2X4 DF Stud/Std G BOT CHORD OTHERS 2X4 DF Stud/Std G REACTIONS. All bearings 11-4-7. (lb) - Max Horz A=202(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) F, H, G. I Max Grav All reactions 250 Ib or less at joint(s) A, F, H except G=335(LC 2), 1=288(LC 1) FORCES. (Ib) -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 10-0-0 oc bracing. NOTES- (8) 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 (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) All plates are 2x4 MT20 unless otherwise indicated. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) F, H. G, I. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. U BUTTE COUNTY S L®IN DIVISION \PPR®/�® 99,pFESSl0N� ��`���0-�EOpos�l�2 W W C 754.35 G m *, EXP. 03/31/2018 OF August 12,2016 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473rev. 10/03/2015 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 po-ameters and properly ?ricorporaie 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 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexordria. VA 22314. Suite 109 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.12 Vert(TL) n/a n/a 999 BCLL ' 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) -0.00 F n/a h/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -SH Weight: 48 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1RBtr G TOP CHORD BOT CHORD 2X4 DF No.2 G WEBS 2X4 DF Stud/Std G BOT CHORD OTHERS 2X4 DF Stud/Std G REACTIONS. All bearings 11-4-7. (lb) - Max Horz A=202(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) F, H, G. I Max Grav All reactions 250 Ib or less at joint(s) A, F, H except G=335(LC 2), 1=288(LC 1) FORCES. (Ib) -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 10-0-0 oc bracing. NOTES- (8) 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 (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) All plates are 2x4 MT20 unless otherwise indicated. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) F, H. G, I. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. U BUTTE COUNTY S L®IN DIVISION \PPR®/�® 99,pFESSl0N� ��`���0-�EOpos�l�2 W W C 754.35 G m *, EXP. 03/31/2018 OF August 12,2016 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473rev. 10/03/2015 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 po-ameters and properly ?ricorporaie 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 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexordria. VA 22314. Suite 109 Job I Truss Truss Type Qty Ply Rottschalk Plate Grip DOL 1.15 TC 0.23 TCDL 10.0 848120425 1608-047 V10 Valley 1 1 YES WB 0.06 BCDL 10.0 Code IBC2012rrPI2007 Matrix -SH Job Reference optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:42:36 2016 Page 1 ID:tl2jNWczPcvYXB07Tf8WLGyowOG-IiP80CIQ3NxhfRO3uDeTSVgD3nESJuZB??Aiy WyodgX 9-4-7 9-4-7 E LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.23 TCDL 10.0 Lumber DOL 1.15 BC 0.10 BCLL 0.0 Rep Stress Incr YES WB 0.06 BCDL 10.0 Code IBC2012rrPI2007 Matrix -SH 1 H G F DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 220/195 Vert(TL) n/a n/a 999 Horz(TL) -0.00 F n/a n/a LUMBER- BRACING - TOP CHORD 2X4 OF No. 1&Btr 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 9-4-7. (lb) - Max Horz A=164(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) F, G, I except H=253(LC 1) Max Grav All reactions 250 Ib or less at joint(s) A, F. H except G=369(LC 1), 1=330(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS D -G=-254/136 Scale = 1:25.6 Weight: 39 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) All plates are 2x4 MT20 unless otherwise indicated. 3) Gable requires continuous bottom chord bearing. - 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) F, G, I except (#=1b) H=253. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ® WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU -7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek,9 connectors. This design is based ony 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 ony. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. BUTTE COUNTY BUILDING DIVISION APPROVED Q�pFESS/pN T EOp� �s�Fy U w C 75435 cmm P* EXP. 03/31/2018 August 12,2016 rte. MiTe I®i�lk' 7777 Greenback Lane Suite 109 Job p Truss Truss Type Qty Ply Rottschalk PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 848120426 1608-047 V11 Valley 1 1 Vert(TL) n/a n/a 999 BCLL 0.0 ,Rep Stresslncr YES WB 0.05 Job Reference o liana/ bYb 1 tMb NLLIb LUMtltK GU, ANUtFtbUN, CA _ 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:42:36 2016 Page 1 I D:tl2jNWczPcvYXB07TfBWLGyowOG-IiP80C IQ3NxhfR03uDeTSVgExnEbJuc8??AiyWyodgX 7-4-7 7-4-7' Scale = 1:23.1 2x4 11 C E 2x4 2x4 II D 2x4 11 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) D, E 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. FESS/pN\ IE 00 F� LU w C 754.35 c M * EXE R 03/31/2018 \rF F August 12,2016 WARNING -Verify des7gn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7477 rev. 1010312015 BEFORE USE. Design valid for use only with M7eW 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 appricabii1ty, of design parameters and property incorporate this design into the overall a building design. Bracing indicated is to prevent buckling of individual Iruss web and/or chord members only. Additional temporary and permanent bracing Welk' is always required for staofiity, and to prevent collapse with possible personal injury and properly damage. For genera! 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. 4A 22314. Suite 109 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.09 Vert(TL) n/a n/a 999 BCLL 0.0 ,Rep Stresslncr YES WB 0.05 Horz(TL) -0.00 -D n/a n/a BCDL 10.0 Code IBC2012rTP12007 Matrix -SH Weight: 26 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 DF No.2 G except end verticals. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF Stud/Std G REACTIONS. (Ib/size) A=87/7 -4 -7,D=110/7 -4-7,E=331/7-4-7 Max Hoa A=126(LC 5) Max Uplift D=-19(LC 5), E=94(LC 8) Max Grant A=95(LC 16), D=11O(LC 1), E=3311 (LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vutt=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 BUTTE COUNTY 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �6.i I�®IN O DIVISION 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 boltom chord and any other members. A 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) D, E 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. FESS/pN\ IE 00 F� LU w C 754.35 c M * EXE R 03/31/2018 \rF F August 12,2016 WARNING -Verify des7gn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7477 rev. 1010312015 BEFORE USE. Design valid for use only with M7eW 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 appricabii1ty, of design parameters and property incorporate this design into the overall a building design. Bracing indicated is to prevent buckling of individual Iruss web and/or chord members only. Additional temporary and permanent bracing Welk' is always required for staofiity, and to prevent collapse with possible personal injury and properly damage. For genera! 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. 4A 22314. Suite 109 Job , 0 Truss Truss Type Oty PlyRottschalk LOADING (psf) + CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP R48120427 1606-047 V12 Valley 1 1 Lumber DOL 1:15 BC 0.04 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA. 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:42:37 2016 Page 1 ID:tl2jNWczPcvYXB07Tf8WLGyowOG-DvzWDYJ2gg3YGbaFSx9i?jNOGBbX2L5l DfwGUyyodg W 5-4-7 5-4-7 2x4 If C Scale = 1:17.0 E 0 2x4 2x4 II 2x4 II I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1:15 BC 0.04 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 D n/a n/a BCDL 10.0 Code IBC20121TPI2007 Matrix -SH Weight: 18 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 5-4-7 oc purlins, BOT CHORD 2X4 DF No.2 G except end verticals. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF Stud/Std G REACTIONS. (Ib/size) A=57/5-4-7, D=80/5-4-7, E=232/5-4-7 Max Horz A=88(LC 7) Max Uplift D=-13(LC 5), E=-65(LC 8) Max Grav A=63(LC 16), D=80(LC 1), E=232(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 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; ^�Q i A 1"("� U MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate BUTTE v � �J 6 i grip DOL=1.33 2) Gable requires continuous bottom chord bearing. �I BUILDING DIVI S I O 7 , 3) This truss has been designed fora with any other live loads. psf bottom chord live load nonchord live 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 in al will fit between the bottom chord and any other members. LJ APPROVE 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) D, E. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. fOi rucj�)� �EQD0"'Ln 75435 c MIX 03/31/2018 August 12,2016 WARNING - Verify desfgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11 -7473 m, 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 WN, 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 labricotion. storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criferlo, DSO -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. care .no Job i Truss Truss Type Qty Ply Schalk PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.07 R48120428 1608-047 V13 . Valley 1 1 ' Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr Job Reference o liana/ SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industdes, Inc. Fri Aug 12 09:42:37 2016 Page 1 ID:tl2jN WczPcvYXB07Tf8WLGyowOG-DvzWDYJ2gg3YGbaFSx9i?jNQFBbG2Lhl DfwGUyyodgW 3-4-7 34-7 B C 2X4 i 2X4 II Scale = 1:11.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.06. Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -SH Weight: 10 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btf G TOP CHORD Structural wood sheathing directly applied or 3-4-7 oc purlins, BOT CHORD 2X4 DF No.2 G except end verticals. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) A=104/3-4-7, C=104/3-4-7 Max Horz A=50(LC 5) Max Uplift A=-11(LC 8), C=-24(LC 8) FORCES., (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 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) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) A, C. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COWN BUILDING DIVISIOKit N \PPRO ED Q�OFES.S/ply . �4�0�0 E0p0s�F2 G) wUJ C 75435 M of EXP. 03/31/2018 August 12,2016 WARNING •Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473aII.747J rev. 10/01/2015 BEFORE USE. een�' 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 Mirek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPI I 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 95 A Job I I Truss Truss Type Oty PlyRottschalk LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d R48120429 1608-047 V14 Valley 1 1 n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.07 Job Reference o tional SYS I tMS FLUB LUMUER GU, ANDEWSUN, GA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:42:38 2016 Page 1 I D:tl2jN WczPcvYXB07Tf8WLGyowOG-h5Xv0uKgb_CPul9ROegxYwvbrbvMnoxRSJfp 1 OyodgV 3-6-5 3-6-5 Scale = 1:11.6 B C REACTIONS. (Ib/size) A=111/3 -6-5,C=111/3-6-5 Max Horz A=53(LC 7) Max Uplift A=-12(LC 8), C=25(1_C 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Gable requires continuous bottom chord bearing. ����� COUNTY 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrer�t with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. DIVISION 5) A plate rating reduction of 20% has been applied for the green lumber members. BUILDING 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstandilig 100 Ib uplift al joint(s) A, C. APPROVED �Fo9QB 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�tOFES.SIpN\ Z EOp ��F Os ��3 WP C 75435 �� m EXP. 03/31/2018 August 12,2016 WARNING •Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-I473 rev. 10/07/2015 BEFORE USE. Design valid for use only with MTek0 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 but design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iViiTek� 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 QuaOtyCrItedo. DSO -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandric. VA 22314. Suite 109 I 2x4 % 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d . PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.07 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 , C nla n/a BCDL 10.0 Code IBC2012/TP12007 Matrix -SH , Weight: 11 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3-6-5 oc purlins, BOT CHORD 2X4 DF No.2 G. except end verticals. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) A=111/3 -6-5,C=111/3-6-5 Max Horz A=53(LC 7) Max Uplift A=-12(LC 8), C=25(1_C 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Gable requires continuous bottom chord bearing. ����� COUNTY 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrer�t with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. DIVISION 5) A plate rating reduction of 20% has been applied for the green lumber members. BUILDING 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstandilig 100 Ib uplift al joint(s) A, C. APPROVED �Fo9QB 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�tOFES.SIpN\ Z EOp ��F Os ��3 WP C 75435 �� m EXP. 03/31/2018 August 12,2016 WARNING •Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-I473 rev. 10/07/2015 BEFORE USE. Design valid for use only with MTek0 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 but design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iViiTek� 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 QuaOtyCrItedo. DSO -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandric. VA 22314. Suite 109 Job r Truss Truss Type DEFL. Ply Rottschalk L/d PLATES GRIP TCLL 20.0 Tty TC 0.12 R48120430 1608-047 V15 Valley 1 Lumber DOL 1.15 BC 0.06 Vert(TL) n/a n/a 999 Job Reference (ootiona0 SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fd Aug 12 09:42:38 2016 Page 1 ID:tl2jN WczPcvYXB07Tf8WLGyowOG-h5XvQu Kgb_CPul9R0egxYwvbKbwUnoERSJfp 1 OyodgV 6-2-15 6-2-15 Scale = 1:19.4 2x4 II C E D 2x4 i 2x4 II 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.06 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 D n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -SH Weight: 22 Ib, FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. t&Btr G TOP CHORD BOT CHORD 2X4 DF No.2 G WEBS 2X4 DF Stud/Std G BOT CHORD OTHERS 2X4 DF Stud/Std G REACTIONS. (Ib/size) A=70/6-2-15, D=93/6-2-15, E=275/6-2-15 Max Horz A=104(LC 5) Max Uplift D=-16(LC 5), E=78(ILC 8) Max Grav A=77(LC 16), D=93(LC 1), E=275(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; VuIt=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; &CDL=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) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) D, E. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COMTY BUILDING DIVISION APPROVE® /9?,0FESS/0,y�� IEOpOZ9 w w C 75435 c m EX 2018 OF CAUFv` August 12,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component. not �- a Buss 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 iViiTe 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 Hei Ms. CA 95610 Job Truss Truss Type City PlyRottschalk (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.14 R48120431 1608-047 V16 Valley 1 1 BC 0.12 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr Job Reference o tional SY51 EMS PLUS LUM6tH GU, . ANULH5QN, CA - 8.010 s Apr 20 2016 MiTek Industries, Inc. Fn Aug 12 09:42:39 2016 Page 1 I D:tl2jNWczPcvYXB07Tf8WLGyowOG-AH5HeELILIKG WvkeaMBA48Skk?Fu WFBbhzPNZryodgU 4-2-15 4-2-15 Scale = 1:13.4 B C 2x4 ! - 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.12 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code IBC20121TPI2007 Matrix -SH Weight: 13 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4-2-15 oc purlins, BOT CHORD 2X4 DF No.2 G except end verticals. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) A=139/4-2-15, C=139/4-2-15 Max Horz A=66(LC 7) Max Uplift A=-15(LC 8), C=32(11 -C 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. r NOTES- (7) 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 (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) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, C. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. �Q9,oFESS/pN� l BUTTE COUNTY `��J�O TEOpps�F�Z BUILDING DIVISION � U C-75435 M APPO E ® EXP. 03/31/2018 0FCA\-\y' August 12,2016 WARNING • Verily des(gn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10/03/1015 BEFORE USE. Design valid for use only with MiTek® 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 individual truss web and/or chord members only. Additional temporary and permanent bracing �yiT®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. DSS -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 Job : TrussTruss Type City Pty Rottschalk I/defl Ud TCLL 20.0 Plate Grip DOL 1.15 R48120432 1608-047 V17 Valley 1 1 Lumber DOL 1.15 BC 0.02 Vert(TL) n/a n/a Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:42:39 2016 Page 1 I D:tl2jNWczPcvYXB07Tf8WLGyowOG-AH5HeE LI LI KG WvkeaMBA48SmZ?GP WFBbhzPNZryodgU 2-2-15 2-2-15 Scale = 1:8.4 B c 2x4 i 2x4 If C LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.02 Vert(LL) , n/a n/a 999 TCDL 10.0 Lumber DOL 1.15 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -SH LUMBER- BRACING - PLATES GRIP MT20 220/195 Weight: 6 Ib FT = 20% TOP CHORD 2X4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-15 oc purlins, BOT. CHORD 2X4 DF No.2 G except end verticals. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) A=59/2-2-15, C=59/2-2-15 Max Horz A=28(LC 5) Max Uplift A=-6(LC 8), C=-13(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (7) 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) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6.0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, C. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE E C®UN C 13UILDING DIVISION APPROVED ® WARNING - Veriry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473rev. 10/03/2015 BEFORE USE. Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage. delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quarity Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. 9?,pFESS/O� �Q�PIO TEOp�s�Fi- c� LU Lu C 75435 c rn EXP, 03/31/2018 OF CALtF� August 12,2016 MiTek' 7777 Greenback Lane Job .' Truss Type City PlyRottschalk r I ItTruss I 2x4 % 848120433 1608-047 V18 Valley i 1 SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Job Reference o tion¢/ bYb I I -Mb NLUb LUMtlthH GU, ANUtHSUN, UA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:42:39 2016 Page 1 I D:112jN WczPcvYX807Tf8 WLGyowOG-AH5HeELl LI KGWvkeaMBA48SkU?Eg WFBbhzPNZryodgU 4-5-3 4-5-3 Scale = 1:13.9 B LUMBER- BRACING - TOP CHORD 2X4 OF No. 1&Btr G TOP CHORD BOT CHORD 2X4 DF No.2 G WEBS 2X4 DF Stud/Std G BOT CHORD REACTIONS. (Ib/size) A=147/4-5-3,13=147/4-5-3 Max Horz A=70(LC 5) Max Uplift A=-16(LC 8), C=33(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 4-5-3 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 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 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, C. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTS COON BUILDING ®tillsION APPROVED ROVED ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rov. 10/03/2015 BEFORE USE. Design valid for use only with M -Tek® connectors. This design is based only upon parameters shovm, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI I Quality Criteria, DSB-89 and BCS] Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. �9?,0FESS/C1l i EOoo �F2 w wP C 75435 0 m (X X L * EXP. 03/31/2018 August 12,2016 Nit Welk' 7777 Greenback Lane C I 2x4 % 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.13 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code IBC2012frP12007 Matrix -SH Weight: 14 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No. 1&Btr G TOP CHORD BOT CHORD 2X4 DF No.2 G WEBS 2X4 DF Stud/Std G BOT CHORD REACTIONS. (Ib/size) A=147/4-5-3,13=147/4-5-3 Max Horz A=70(LC 5) Max Uplift A=-16(LC 8), C=33(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 4-5-3 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 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 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, C. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTS COON BUILDING ®tillsION APPROVED ROVED ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rov. 10/03/2015 BEFORE USE. Design valid for use only with M -Tek® connectors. This design is based only upon parameters shovm, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI I Quality Criteria, DSB-89 and BCS] Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. �9?,0FESS/C1l i EOoo �F2 w wP C 75435 0 m (X X L * EXP. 03/31/2018 August 12,2016 Nit Welk' 7777 Greenback Lane Job Truss Truss Type CSI. !' Ply Rottschalk PLATES GRIP TCLL , 20.0 Plate Grip DOL rQ TC 0.03 848120434 1608-047 V19 Valley � Lumber DOL 1 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr Job Reference o lional SYSTEMS PLUS LUMBER CO, t ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:42:40 2016 Page 1I ID:tl2jN WczPcvYXB07Tf8 WLGyowOG-eUffraLw6bS772Jg73iPdL?xCOcZFiRkwd8w5Hyod9T 2-5-3 2-5-3 • Scale = 1:8.9 B 2x4 2x4 II C LOADING (psf) SPACING- 2-0-0 CSI. !' DEFL. in floc) I/defl Ud PLATES GRIP TCLL , 20.0 Plate Grip DOL 1.15 TC 0.03 Vert(LL) nia n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C - n/a n/a BCDL 10.0 Code IBC2012TTP12007 Matrix -SH Weight: 7 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.I &Btf G 1 TOP CHORD Structural wood sheathing directly applied or 2-5-3 oc purlins, BOT CHORD 2X4 DF No.2 G except end verticals. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) A=67/2-5-3, C=67/2-5-3 Max Horz A=32(LC 7) Max Uplift A=-7(LC 8), C=-15(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (7) 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) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, C. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 1 BU E COUNT BUILDING DIVISION APPROVE® ®WARNING- verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mflek9 connectors. This design is based only upon parameter 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 brocing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery. erection and bracing of trusses and buss systems. see ANSI,TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Q?'OFES.S/ON�I TEODo Lu ui C'75435 `-0 M * EXP. 03/31/2018 K,. OF C August 12,2016 Nit Welk' 7777 Greenback Lane Job ` Truss _ Truss Type Ory Ply Rottschalk Plate Grip DOL 1.15 • TCDL 10.0 R48120435 1608-047 V20 Valley ? 1 YES WB 0.00 BCDL 10.0 Code IBC2012rrPI2007 Matrix -SH Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 09:42:40 2016 Page 1 I D:112jN WczPCVYXB07TfB WLGyowOG-eUffraLw6bS772Jg73iPdL?xLOcgFiRkwd8w5HyodgT 2-1-15 2-1-15 Scale = 1:8.2 B LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.02 TCDL 10.0 Lumber DOL 1.15 BC 0.02 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code IBC2012rrPI2007 Matrix -SH LUMBER - TOP CHORD 2X4 DF No.18Btr G BOT CHORD 2X4 DF No.2 G WEBS 2X4 DF Stud/Std G C I 2x4 II DEFL. in (loc) Udell Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 220/195 Vert(TL) n/a n/a 999 Horz(TL) -0.00 C n/a n/a Weight: 6 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-1-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing. REACTIONS. (Ib/size) A=56/2-1-15, C=56/2-1-15 Max Hoa A=27(LC 7) Max Uplift A=-6(LC 8), C=-13(LC 8) r FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (7) 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 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, C. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNTY BUILDING DIVISION APPROVED Q �pFESS/O SEOD/, w a C'75435 c- * EXP. 03/31/2018 Ir OF August 12,2016 ®WARNING- Ver(ly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7477 rev. 10/03/1015 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 verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckring 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 SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Symbols Numbering System ® General Safety Notes-7 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. - 11 c1-2 c2-3 2. Truss bracing must be designed by an engineer. For truss individual lateral braces themselves 116wide 4 spacing, 0 WEBS c3o � c?y p = e O U may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and nrO P° U stack materials on inadequately braced trusse ''/^� CL 4. Provide copies of this truss design to the buildinZ vJ W c7-8 cs2 c s-60 For 4 x 2 orientation, locate designer, erection supervisor, property owner a0 interested BOTTOM CHORDS plates 0-'Ag' from outside all other parties. 0 edge of truss. 8 7 6 5 5. Cut members to bear tightly against each othef, /0� �l This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6. Place plates on each face of truss at each V joint and embed fully. Knots and wane at joint Z required direction of slots in Connector plates. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably prolecte�OP "Plate location details available in M?ek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. the environment in accord with ANSI/TPI 1. /� 5 8. lum"�rM software or upon request. Unless otherwise noted, moisture content of shall not exceed 19% at time of fabrication. M PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative Treated, or green lumber. ICC-ES Reports: The first dimension is the plate 10. Camber is a non-structural consideration and is the 4 x 4 Width measured perpendicular ESR-131 1, ESR-1352, ESR 1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14. Bottom chords require lateral bracing a1 10 ft. spacing, section 6.3 These truss designs rely on lumber values or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 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: Nil 16ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. IDSB-89: Design Standard for Bracing. and pictures) before use. Reviewing pictures alone is not sufficient. 0 cBCSI: Building Component Safety Information, MiTek 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. Mitek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 I