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B16-2781 041-030-073 (2)
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01 Project Name: Anderson Residence Calculation Date/Time: 12:30, Tue, Dec 13, 2016 Page 1 of 8 e . _ Input File Name: 16195s Anderson Clark Gas Store WH 7.7 HSPF 14 SEER 11.5 EER Calculation Description: Title 24 Analysis ducted.ribdx (-2)( I GENERAL INFORMATION 01 R1 ITTF 02 01 Project Name Anderson Residence :..:�d, This building incorporates one or,more Spec�af Features showr%below �. COUNTY Y 02 Calculation Description Title 24 Analysis Standard Design Proposed Design Compliance Margin Percent Improvement 03 Project Location 555 Valstream Drive 18.98 DEC 15 2016 04 City Paradise 05 Standards Version dompliin$e`2T P 06 Zip Code 95969 07 Compliance Manager Version BEMCmpM r 2 { 3) 08 Climate Zone CZ11 09 Software Version EnergyPro 6.8 0.0% 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 0 !' 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 4"/;. �I r i! , AN r..9ri 14 Total Cond. Floor Area (ft) 2393 % 15 Number of Zones 1 16 Slab Area (ft) 0 17 Number of Stories 18 Addition Cond. Floor Area N/A 19 Natural Gas Available YDS 20 Addition Slab Area±(ftZj N/A 21 Glazing Percentage (%) 17.6% COMPLIANCE RESULTS 01 Building Complies with Computer Performa ce 1 - 02 . 14 -�E 4..-.--F x"":.�sK 1$ This building incorporates:featur that require fielii testing and/or Yerificatio—< a certifie&HERS rateunder�tthe supervision of a CECapproved HERS provider. i s 'S.�,..._ ..� i 4 9 F S Wi'�.... _., )7 s i 4i ... <- 03 :..:�d, This building incorporates one or,more Spec�af Features showr%below �. 13 t' VV E6 Registration Number: 216-N0459885A-000000000-0000 Registration Date/Time: 2016-12-13 12:44:00 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-12-13 12:31:34 ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDV/ft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 17.07 18.98 -1.91 -11.2% Space Cooling 49.05 43.26 5.79 11.8% IAQ Ventilation 1.05 1.05 0.00 0.0% Water Heating 12.03 12.03 0.00 0.0% Photovoltaic Offset — 0.00 0.00 Compliance Energy Total 79.20 75.32 3.88! 4"/;. �I r i! , AN r..9ri E6 Registration Number: 216-N0459885A-000000000-0000 Registration Date/Time: 2016-12-13 12:44:00 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-12-13 12:31:34 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R -PRF -01 Project Name: Anderson Residence Calculation Date/Time: 12:30, Tue, Dec 13, 2016 Page 2 of 8 Input File Name: 16195s Anderson Clark Gas Store WH 7.7 HSPF 14 SEER 11.5 EER Calculation Description: Title 24 Analysis ducted.ribdx REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. • Ceiling has high level of insulation • Window overhangs and/or fins HERS FEATURE SUMMARY The following is a summary of the features that must be field -verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building components tables below. Building -level Verifications: • IAQ mechanical ventilation Cooling System Verifications: • — None — HVAC Distribution System Verifications: • — None — Domestic Hot Water System Verifications: • — None — ENERGY DESIGN RATING This is the sum of the annual TDV energy consumption for energyuse components included in the performance compliance nce approach for the Standard Design Building (Energy Budget) and the annual TDV energy consumption for lighting and components not regulatedy'Tit ,ble 24, Part 6'(such ajs domestic appliances>and consumer electronics) and accounting for the annual TDV energy offset by an on-site renewable energy system. A 7421%1# 11 ( �=__ ; 1 n,; N� Reference�Energy U'se� Energy Design Rating Margin Percent Improvement Total Energy (kTDV/f2-yr)* 125.74 7 121.86:::3.88 06 3.1% • includes calculated Appliances and Miscellaneous Energy Use (AMEU) BUILDING - FEATURES INFORMATION 01 02 03 04 05 06 07 Project Name Conditioned Floor Area (ft2) Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems Anderson Residence 2393 1 3 1 0 1 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft) Avg. Ceiling Height Water Heating System 1 Water Heating System 2 Residence Zone Conditioned 7.7 HSPF / 14 SEER / 11.51 2393 9 DHW Sys 1 Registration Number: 216-N0459885A-000000000-0000 Registration Date/Time: 2016-12-13 12:44:00 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-12-13 12:31:34 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01 Project Name: Anderson Residence Calculation Date/Time: 12:30, Tue, Dec 13, 2016 Page 3 of 8 Input File Name: 16195s Anderson Clark Gas Store WH 7.7 HSPF 14 SEER 11.5 EER Calculation Description: Title 24 Analysis ducted.ribdx OPAQUE SURFACES 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ftZ) Window & Door Area (ftZ) Tilt (deg) FW1 Residence Zone R-23 Wall 0 Front 369 108.35 90 LW1 Residence Zone R-23 Wall 90 Left 329 30 90 BW1 Residence Zone R-23 Wall 180 Back 333 83.016 90 BW2 Residence Zone R-23 Wall 225 - specify - 50 18 90 RW1 Residence Zone R-23 Wall 270 Right 293 30 90 FW3 Residence Zone R-23 Wall 0 Front 254 60 90 LW3 Residence Zone R-23 Wall 90 Left 232 15 90 BW3 Residence Zone R-23 Wall 180 Back 333 51 90 BW4 Residence Zone R-23 Wall 225 specify - 50 20 90 RW4 Residence Zone R-23 Wall 270 Right 279 15 90 Roof Residence Zone R-49 Roof Attic 968 Roof 8/12 Residence Zone.. ^ ' R-49 Roof Attic 264 Roof 10/12 :Residence Zone ow R 9 R of hedpI a 138 Roof 10/12 2 :' ResidenceZone R 9 RoofCatl1'ed &al 138 Raised Floor 'Reside ce Zvone Rt -19 Floor C wlspace t 1518 ,141116 M :> t-1 III i ATTIC 01 02 03 04 05 06 07 08 Name Construction Type Roof Rise Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Attic Residence Zone Attic RoofResidence Zone Ventilated 1.83024 0.1 0.85 No No Registration Number: 216-N0459885A-000000000-0000 Registration Date/Time: 2016-12-13 12:44:00 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-12-13 12:31:34 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01 Project Name: Anderson Residence Calculation DatelTime: 12:30, Tue, Dec 13, 2016 Page 4 of 8 Input File Name: 16195s Anderson Clark Gas Store WH 7.7 HSPF 14 SEER 11.5 EER Calculation Description: Title 24 Analysis ducted.ribdx WINDOWS 01 02 03 04 Name Side of Building Area (ft) U -factor BD1 -2868 HL Door BW1 9.0 0.50 01 02 03 04 05 06 07 08 09 10 Name Type Surface (Orientation -Azimuth) Width (ft) Height (ft) Multipli er Area (42) U -factor SHGC Exterior Shading FG1 - (2) 3050 O Window FW1 (Front -0), 6.0 5.0 1 i 30.0J 0.32 0.25 Insect Screen (default) FD1 -5068 FR Window FW1 (Front -0) 5.0 6.7 1 33.4) 0.32 0.25 Insect Screen (default) FG2 - (2) 3050 O Window FW1 (Front -0) 6.0 5.0 1 130.0 0.32 0.25 Insect Screen (default) FG3 - 3050 O Window FW1-(Front-0) 3.0 5.0 1 f,15.0 1 0.32 0.25 Insect Screen (default) LG1 - 3050 O Window LW1 (Left -90) 3.0 5.0 1 l 15.0 � 0.32 0.25 Insect Screen (default) LG2 - 3050 O Window LW1 (Left -90) 3.0 5.0 1 X15.0 0.32 0.25 Insect Screen (default) BG1 - 5050 F Window BW1 (Back -180) 5.0 5.0 1 525.0 } 0.32 0.25 Insect Screen (default) BD1 - 2868 HL Door Window BW1 (Back -180) 2.7 3.3 1.021 0.32 0.25 Insect Screen (default) BD2 - 6068 PTO Window BW1 (Back -180) 6.0 6.7 1 540.0 , 0.32 0.25 Insect Screen (default) BG3 - 4046 F Window Pr " t. BW2 (- specify -225) 4.0 4.5 1 `18.0k 0.32 0.25 Insect Screen (default) RG1 - 3050 O Window RW1 (Right -270). 3.0 5.0 1 15.0 0.32 0.25 Insect Screen (default) RG2 - 3050 O Window _ '' RW 1.(Right-270)3 0 mvM 5.0 1 15.0 0.32 0.25 Insect Screen (default) FG4 - (2) 3050 O Window FINS (Front -0) 60410, 5.0 1 r"P"30.0 0.32 0.25 Insect Screen (default) FG5 - (2) 3050 O Window -`< FW3,(Frgnt-) 6?!Q t 5,,0 # 1 Y�Q,.0 0.32 0.25 Insect Screen (default) LG3 - 3050 O Window LW,3,,(Left 90)g 30 ^ £ i �5 0 1N 15.0 4 0.32 0.25 Insect Screen (default) BG4 - (2) 3050 O Window BW3 (Back -180) 6.0 5.0 1 Y !,30.0 0.32 0.25 Insect Screen (default) BG5 - 3020 O Window BW3 (Back -180) 3.0 2.0 1 �6.0 0.32 0.25 Insect Screen (default) BG6 - 3050 O Window BW3 (Back -180) 3.0 5.0 1 `15.0 0.32 0.25 Insect Screen (default) BG7 - 4050 F Window BW4 (- specify -225) 4.0 5.0 1 20.0 0.320.25 Insect Screen (default) RG3 - 3050 O Window RW4 (Right -270) 3.0 5.0 1 15.0 , ') 0.32 1 0.25 1 Insect Screen (default) DOORS 01 02 03 04 Name Side of Building Area (ft) U -factor BD1 -2868 HL Door BW1 9.0 0.50 r Registration Number: 216-N0459885A-000000000-0000 Registration Date/Time: 2016-12-13 12:44:00 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 HERS Provider: • CaICERTS inc. Report Generated at: 2016-12-13 12:31:34 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01 Project Name: Anderson Residence Calculation Daterrime: 12:30, Tue, Dec 13, 2016 Page 5 of 8 Input File Name: 16195s Anderson Clark Gas Store WH 7.7 HSPF 14 SEER 11.5 EER Calculation Description: Title 24 Analysis ducted.ribdx OVERHANGS AND FINS 01 02 03 04 05 06 07 08 09 10 11 12 13 14 Overhang Left Fin Right Fin Window Depth Dist Up Left Extent Right Extent Flap Ht. Depth Top Up DistL Bot Up Depth Top Up Dist R Bot Up FG1 - (2) 3050 O 8 0 32 14 0 0 0 0 0 0 0 0 0 FD1 -5068 FR 8 0 21.5 21.5 0 0 0 0 0 0 0 0 0 FG2 - (2) 3050 O 8 1 9.5 32 0 0 0 0 0 0 0 0 0 FG3 - 3050 O 26 0 3 2.25 0 0 0 0 0 0 0 0 0 LG1 - 3050 O 8 0 13 10 0 0 0 0 0 0 0 0 0 LG2 - 3050 O 8 0 2.13 21 0 0 0 0 0 0 0 0 0 BG1 - 5050 F 10 A 0 45 14 0 0 0 0 0 0 0 0 0 BD1 - 2868 HL Door 71 ^° 1 26 23 0 0 0 0 0 0 0 0 0 BD2 - 6068 PTO 104 1 21 28 0 0 0 0 0 0 0 0 0 BG3 - 4046 F 15' ," ` `.m-0 ` - 12.5 x; .� , 12 0 0 0 0 0 0 0 0 0 RG1 - 3050 O - 'z 8 022 20 �0# 0 0 0 0 0 0 0 RG2 - 3050 O 8 a r 00 X39 " 0 l 10 0 0 0 0 0 0 0 0 FG4 - (2) 3050 O E rs,` T1 "s #1y1 1 03 1 0 0 (1.f [ 9 64 0 0 0 0 0 FGS - (2) 3050 O 5 &1 2 .14;<:0 - 0 0 0 0 0 0 0 0 LG3 - 3050 O 1 6' 15.75 7.75 ` 0 --6 p 61-- 0 n 0 0 0 0 0 BG4 - (2) 3050 O 1 0 31 4 0 0 0 0 0 0 0 0 0 BG5 - 3020 O 1 0 19 14 0 0 0 0 0 0 0 0 0 BG6 - 3050 O 1 0 6 33.25 0 0 0 0 0 0 0 0 0 BG7 - 4050 F 1 0 2 2 0 0 0 0 0 0 0 0 0 RG3 - 3050 O 1 2 1 9 4.5 0 0 0 0 0 0 0 0 Registration Number: 216-N0459885A-000000000-0000 Registration Date/Time: 2016-12-13 12:44:00 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-12-13 12:31:34 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CFI R -PRF -01 Project Name: Anderson Residence Calculation Date/Time: 12:30, Tue, Dec 13, 2016 Page 6 of 8 Input File Name: 16195s Anderson Clark Gas Store WH 7.7 HSPF 14 SEER 11.5 EER Calculation Description: Title 24 Analysis ducted.ribdx OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 08 Total Cavity Winter Design Construction Name Surface Type Construction Type Framing R -value U -value Assembly Layers Insulation Standby Loss Name Heater Element Type Tank Type • Cavity/ Frame: no insul. / 2x4 Top Chrd Efficiency Input Rating R -value 2x4 Top Chord of Roof Truss @ 24 DHW Heater 1 Natural Gas Roof Deck: Wood Siding/sheathing/decking Attic RoofResidence Zone Attic Roofs Wood Framed Ceiling in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) • Inside Finish: Gypsum Board ''R Cavity / Frame: R-23 / 2x6 R-23 Wall Exterior Walls Wood Framed Wall 2x6 @ 16 in. O.C. 23 0.066 Exterior Finish: 3 Coat Stucco • Inside Finish: Gypsum Board Ceilings (below Cavity/Frame: R-9.1 /2x4 R-49 Roof Attic attic) Wood Framed Ceiling 2x4 @ 24 in. O.C. R 49 . 0.020 Over Ceiling Joists: R-39.9 insul. Inside Finish: Gypsum Board Ceilings (below-' Cavity/Frame: R-9.1 /2x4 R-49 Roof Cathedral attic) Wood Framed Ceiling 2x4 @ 24 in. O.C. R 49 0.020 Over Ceiling Joists: R-39.9 insul. • Floor Surface: Carpeted Floors Over'' - Floor Deck: Wood Siding/sheathing/decking R-19 Floor Crawlspace Crawlspace Wood Framed Floor 2x6 @ 16 in. O.C. R 19 0.049 Cavity/Frame: R -19/2x6 BUILDING ENVELOPE - HERS VERIFICATION 01 01 ,1° X02 D K> - 'k $ 04 Quality Insulation Installation (QII) Quality installation of Spray Foam Insulation �Buil'ding Envelope Air Leakage CFM50 Not Required Not Required Not Required --- WATER HEATING SYSTEMS 01 02 03 04 05 06 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction (%) DHW Sys 1 - 1/1 DHW Standard DHW Heater, l 1_1 1 .0% WATER HEATERS 01 02 03 04 05 06 07 08 Tank Exterior Tank Volume Energy Factor or Insulation Standby Loss Name Heater Element Type Tank Type (gal) Efficiency Input Rating R -value (Fraction) DHW Heater 1 Natural Gas _Small Storage 50 0.6 40000-Btu/hr 0 0 Registration Number: 216-No459885A-000000000-0000 Registration Date/Time: 2016-12-13 12:44:00 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFIR-03112016-433 Report Generated at: 2016-12-13 12:31:34 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01 Project Name: Anderson Residence Calculation Date/Time: 12:30, Tue, Dec 13, 2016 Page 7 of 8 Input File Name: 16195s Anderson Clark Gas Store WH 7.7 HSPF 14 SEER 11.5 EER Calculation Description: Title 24 Analysis ducted.ribdx WATER HEATING - HERS VERIFICATION 01 02 03 04 05 06 07 Name Pipe Insulation Parallel Piping Compact Distribution Point -of Use Recirculation Control Central DHW Distribution DHW Sys 1 - 1/1 Heat Pump System 1 None None Controlled Compressor Verification SPACE CONDITIONING SYSTEMS 01 02 03 04 05 06 SC Sys Name System Type _ Heating Unit Name Cooling Unit Name Fan Name Distribution Name :Heat Pump System 1:::2:3 Meat Pump. Heating and Cooling System Heat Pump System 1 Heat Pump System 1 None None HVAC - HEAT PUMPS 01 •;:02 03 04 05 06 07 08 09 10 Verified Airflow >:.:• +.�+-: Heating Cooling Zonally Multispeed HERS Name s • Type r Y?`r HSPF/COPS Cap 47__. \ Cap 17 SEER EER Controlled Compressor Verification Heat Pum System 1 P S Ductles_ or sHea;Pum F j tf 7R 59000f( 36600 14 1,1.5 No No Heat Pump System 1 i) 1 -hers -cool HVAC COOLING - HERS VERIFICATION H F R Sk P R n V-1 D F R 01 02 03 04 05 06 Name Verified Airflow Airflow Target Verified EER Verified SEER Verified Refrigerant Charge Heat Pump System 1 -hers -cool Not Required — Not Required Not Required Not Required 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 �`53:93�� 0.25 Default 0 Required Registration Number: 216-N0459885A-000000000-0000 Registration Date/Time: 2016-12-13 12:44:00 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF114-03112016-433 Report Generated at: 2016-12-13 12:31:34 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R -PRF -01 Project Name: Anderson Residence Calculation Date/Time: 12:30, Tue, Dec 13, 2016 Page 8 of 8 Input File Name: 16195s Anderson Clark Gas Store WH 7.7 HSPF 14 SEER 11.5 EER Calculation Description: Title 24 Analysis ducted.ribdx DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: Mervyn Martin! Company: Signature Date: Mery Martin 2016-12-13 12:35:02 Address: CEA/HERS Certification Identification (If applicable): 6356 Oak Way City/State/Zip: Phone: Paradise, CA 95969 530-966-2985 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under.the laws of the State of California: 1. 1 am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2. 1 certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 3. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and, specifications submitted to,the enforcementt,agency_for approval with thisfbuiilding permit application. Responsible Designer Name: 'Responsible Designer SignatureI Donald Clark '`�i Company: Date Signed: Designs By Donald J. Clark 2011642 13 2:44:00 Address: License: 121 Yellowstone Dr. N/A City/State/Zip: Phone: Chico, CA 95973 530-345-8989 Digitally signed by CaICERTS. This digital signature is provided in order to secure the content of this registered document and in noway implies Registration Provider responsibility for the accuracy of the information. Registration Number: 216-N0459885A-000000000.0000 Registration Date/Time: 2016-12-13 12:44:00 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-12-13 12:31:34 y .rte S A CLIENT: PROJECT: �1 ._.F` . RMrr# 51� ream Q2� l BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE STRUCTURAL CALCULATIONS Justin & Karissa Anderson New Single Family Home PROJECT Butte County APN: 041-030-073 LOCATION: Paradise, CA JOB NUMBER: 2538 DATE: 11/07/16 LOADING CRITERIA BASED ON THE 2013 CALIFORNIA BUILDING CODE: SEISMIC DESIGN CATEGORY: D WIND SPEED V (3 SECOND GUST): 110 mph exo -d WIND EXPOSURE: C SOIL BEARING: 1500 psf (per CBC Table 1806.2) BUTTE ARE SPECIAL INSPECTIONS REQUIRED FOR ELEMENTS DESIGNED IN COUNTY THESE CALCULATIONS ? No DEC 15 2016 NOTES: DEVELOPMENT SERVICES1. Streamline Engineering is not responsible for the these calculations unless this cover sheet is stamped by Jeff Richelieu and wet signed with Red or Blue ink. 2. Any structural or non-structural items that are not specifically addressed in the following calculations are designed by others and are not the responsibility of Streamline Engineering. 3. The engineer is not responsible for on site inspection to verify compliance with the structural plans, details, or specifications. Workmanship is to be of the highest quality and follow the latest edition of the adopted Building Code, and local building department standards. 4. The Client is responsible for the location of the structure on the site. The Client shall verify that the structure is properly located with respect to property lines, set backs, adjacent slopes, and all other limiting factors. TRUSS STATEMENT: has reviewed the trusses submitted by Systems Plus and dated 10/16 for this project. The rev�64 was provided to insure that the truss designer used the proper gravity and lateral loading for the design of the trusses.. The designer shall bear the entire responsibility for the design and bracing of the trusses. All truss to truss connections are designed by the truss mfg. Page 1 60 Independence Circle, Ste. 201 • Chico, CA 95973 • (530) 892-1100 • Fax: 892-1115 GRAVITY LOADS: ROOF: PITCH: 4:12 DEAD LOAD: METAL ROOFING 2.0 PSF 1/2" OSB OR PLYWOOD 1.5 PSF FRAMING 4.0 PSF R-38 INSULATION (OPTIONAL) 2.5 PSF 5/8" GYPSUM WALLBOARD 3.2 PSF MISCELLANEOUS 1.7 PSF DEAD LOAD 14.9 PSF PITCH INCREASE FOR DEAD LOAD 1.1 PSF TOTAL DESIGN DEAD LOAD 16.0 PSF BY: JMR DATE: 11/7/2016 JOB NO: 2538 PAGE: 2 LIVE LOAD PER TABLE 4-1 OF ASCE 7-10 = 20.0 PSF (REDUCIBLE) (LIVE LOAD MAY BE REDUCED FOR PITCH OR TRIBUTARY AREA AS SHOWN BELOW) PER ASCE 7-10 EQUATION (4.8-1) Lr = Lo R,R2 WHERE 12 PSF < Lr < 20 PSF Lr = REDUCED LIVE LOAD OF HORIZONTAL PROJECTION (PSF) TRIBUTARY AREA < 200 SQ. FT. LIVE LOAD (BASED ON PITCH) 20.0 PSF TOTAL LOAD 36.0 PSF SECOND FLOOR: FLOORING 5 PSF FRAMING 3.5 PSF INSULATION 2.5 PSF MISCELLANEOUS 1.0 PSF DEAD LOAD 12.0 PSF LIVE LOAD 40.0 PSF TOTAL DESIGN LOAD 52.0 PSF LATERAL LOADS: WIND: SEE COMPUTER OUTPUT ON SHEETS THAT FOLLOW SEISMIC: SEE COMPUTER OUTPUT ON SHEETS THAT FOLLOW GENERAL NOTES: 1. The Engineer is only responsible for the structural items as noted in the following calculations. If changes are made to the design as detailed in these calculations without written approval from the Engineer, then the Engineer assumes no responsibility for the structure or any elements of the structure. 2. The Engineer is not responsible for any water proofing of any elements of the structure. The owner / contractor shall insure that all elements required to be waterproof are adequately detailed and constructed to be so. This includes but is not limited to roofs, deck ledgers, and retaining walls. 3. These calculations are based on a completed structure. The Engineer is not responsible for any elements that are not fully constructed or are not constructed according to the plans and details. 4. Building sites are assumed to be drained and free of expansive soil. These calculations assume undisturbed, stable soils, and level stepped footings. Any other conditions must be brought to the attention of the Engineer. 5. All footings shall bear on undisturbed soil with a footing depth below the frost line per local requirements. 60 Independence Circle, Ste. 201 0 Chico, CA 95973 • (530) 892-1100 0 Fax: 892-1115 BY: J tl DATE: 6 JOB NO: PAGE 3 OF • 60 INDEPENDENCE CIRCLE, SUITE 201 • CHICO, CALIFORNIA 95973 • PHONE: (530) 892-1100 • FAX: (530) 892-1115 1 Date: I Z I Job No. 2 �, Page 4 Of SHEAR WALL SCHEDULE SHEAR WALL SHEAR WALL A B C D E F G SEISMIC SHEAR PLF 260 350 490 640 730 760 980 WIND SHEAR PLF 335 485 600 820 924 975 1250 3/8" PLMOOD`z CDX CDX CDX CDX STRUC. 1 CDX • CDX OR EXT. RATED OSB ONE SIDE ONE SIDE I ONE SIDE I ONE SIDE I ONE SIDE IMAM SIDES TWO SIDE EDGE NAILING s 8d @ 6" 8d @ 4" 8d @ 3" 8d @ 2" 1 8d @ 2" 1 8d 4" 8d 3" FIELD NAILING s 8d @ 12" 8d 12" 8d 12" 8d @ 12" 8d 12" 8d @ 12" 8d @ 12" STUD SIZE AT VERTICAL 2 x 2 - 2x studs nailed together w/ 2 rows 16d sink. At 12" o.c. for PLYWOOD JOINT STUD full heic ht of studs 4x post maybe used in lace of 2 - 2x FOUNDATION SILL 1 1/2" 1 1/2" 1 1/2" 2 1/2" lk2 1/2" 2 1/2" 2172-7,— PLATE THICKNESS CLIP, BLOCK° LS70 @ LS70 @ LS70 @LS70 @ LS70 @ LS70 @ LS70 @ TO PLATE 24" o.c. 20" o.c. 16" o.c. 12" o.c. 10" o.c. 10" o.c. 8" o.c. 5/8" A.B. SPACING 52" o.c. 36" o.c. 14" o.c. 26" o.c. 24" o.c. - 23"c 1/2" A.B. SPACING 5 36" o.c. 24" o.c. 10" o.c. 18" o.c. .16" o.c. 15" o.c. 11" o•c. NOTES: 1. Over Douglas -Fir studs @ 16" o.c. ' 2. All panel edges backed with 2 -inch nominal or wider framing u.o.n.' 3. If machine nails are used, then nails with partial heads are not permitted. 4. Simpson manufactured clips at 24" o.c. for entire balance of wall line. "Block" may be truss chord or rafter per detail. 5. Anchor bolts shall have a minimum 3" x 3" x.229" thick steel plate washer. DESIGN VALUES FOR ANCHOR BOLTS AND SILL NAILS SHEAR WALL A B C D E F G SEISMIC SHEAR PLF 260 350 490 640 730 760 980 WIND SHEAR PLF 335 485 600 820 924 975 1250 2X SILL SCREW INTO SDS 1/4" SDS 1/4" SDS 1/4" SDS 1/4" SDS 1/4" SDS 1/4" SDS 1/4" BLOCK OR RIM JST. @ 20" o.c.1 @ 13" o.c. @ 11" o.c. @ 8" o.c. @ 7" o.c. @ 6" o.c. @ 5" o.c. SILL SCREW CAPACITY 336 517 611 840 960 1120 1344 5/8" A.B. CAPACITY 343 496 638 871 944 985 1259 1/2" A.B. CAPACITY 347 520 624 821 924 986 1344 NOTES: Simpson SDS .114 x 6" Wood Screws per Simpson with 1.6 increase for Cd Capacity of SDS 1/4" x 6" Wood Screw in 1 1/2" wood = 560 # / screw 2. Design capacity of bolts per Table 11E of the 2012 NDS with Cd =1.6 per Table 2.3.2. Capacity of 1/2" Anchor Bolt in 2x sill = 1.6 *650# = 1040# / Bolt Capacity of 1/2" Anchor Bolt in 3x sill = 1.6 *770# = 1232# / Bolt Capacity of 5/8" Anchor Bolt in 2x sill = 1.6 *930# = 1488# / Bolt Capacity of 5/8" Anchor Bolt in 3x sill = 1.6 *1180# = 1888# / Bolt 3. Reduce A.B. capacity in note 2 by 50% for 2x sill plate when allowable shear er foot is > than 350 If < 600 if • f 60 Independence Circle, Ste. 201 • Chico, CA 95973 • J (530) 892-1100 • Fax: 892-1115 I ENGI_N,EERING ' BY: JMR DATE: 12 JOB NO: 'Z 3� PAGE: cj 'NOTE: WHEN MULTIPLE MEMBERS ARE USED THEY SHALL BE NAILED TOGETHER TO ACT AS ONE MEMBER W/ 2 ROWS 16d SINK. AT 12" O.C. FOR THE FULL HEIGHT OF THE MEMBER FOOTING SCHEDULE FOR SOIL BEARING = 1500 PSF POST SCHEDULE BASED ON 2013 CBC LOAD FOOTING DIMENSIONS (INCHES) LUMBER MAX._ MAX. LOAD @ MAX. LOAD @ MAX. LOAD @ #4 REBAR EVENLY SPACED SIZE GRADE Lu POST HEM FIR PL. D.F. PLATE JMARPOST 2 x 4 STANDARD 9' 1,500 LBS 2,100 LBS 3,200 LBS 6.0 7.0 - 2 x 4 STANDARD 9' 2,800 LBS 4,200 LBS 6,500 LBS 28 32 - 2 x 4 STANDARD 9' 5,000 LBS 6,300 LBS9,700 LBS2 32 x 6 STANDARD 9' 2,200 LBS 3,300 LBS 5,100 LBS 12 - 2 x 6 STANDARD 9' 5,000 LBS 6,600 LBS 10,000 LBS P6 3-2x6 STANDARD 9' 12,000 LBS 10,000 LBS 15,000 LBS P7 .4x4 D.F. #1 9' 5,000 LBS 4,800 LBS .7,500 LBS 78 4 x 6 D.F. #1 9' 8,000 LBS 7,800 LBS 12,000 LBS P9 4 x 8 D.F. #1 9' 10,000 LBS 10,200 LBS 16,000 LBS P10 6_X6 D.F. #1 9' 20,000 LBS 12,200 LBS 19,000 LBS 711 6 x 8 D.F. #1 9' 28,000 LBS 16,700 LBS 26,000 LBS P12 3.5 x 3.5 1.8 PARALLAM PSL 9' 6,100 LBS 4,900 LBS 7,600 LBS P13 3.5 x 5.25 1.8 PARALLAM PSL 9' - 9,100 LBS 7,400 LBS 11,000 LBS P14 3.5 x 7 1.8 PARALLAM PSL 9' 12,200 LBS 9,900 LBS 15,000 LBS P15 5.25 x 5.25 1.8 PARALLAM PSL 9' 23,400 LBS 11,100 LBS 17,000 LBS P16 5.25 x 7 1.8 PARALLAM PSL 9' 31,300 LBS 14,800 LBS 231000 LBS P17 -7X7 1.8 PARALLAM PSL 9' 34,000 LBS 19,800 LBS 31,000 LBS 'NOTE: WHEN MULTIPLE MEMBERS ARE USED THEY SHALL BE NAILED TOGETHER TO ACT AS ONE MEMBER W/ 2 ROWS 16d SINK. AT 12" O.C. FOR THE FULL HEIGHT OF THE MEMBER WHERE F'c = 2,500 PSI Fy 40,000 PSI 60 Independence Circle, Ste. 201 • Chico, CA 95973 • (530) 892-1100 • Fax: 892-1115 t FOOTING SCHEDULE FOR SOIL BEARING = 1500 PSF MARK LOAD FOOTING DIMENSIONS (INCHES) MINIMUM STEEL REQUIRED (KIPS) WIDTH LENGT THICKNESS #4 REBAR EVENLY SPACED F1 F2 2.7 4.2 16 16 12 2 EA. WAY 3" CLR. 20 20 . 12 3 EA. WAY 3" CLR. F3 F4 6.0 7.0 24 24 12 3 EA. WAY 3" CLR. F5 9.5 28 32 28 12" 4 EA. WAY 3" CLR. F6 12.0 36 32 12 4 EA. WAY 3" CLR. F7 15.0 40 36 12 4 EA. WAY 3" CLR. F8 18.0 44 40 18, 5 EA. WAY 3" CLR. F9 22.0 48 44 18 5 EA. WAY 3" CLR. F10 26.0 52 48 52 18 8 EA. WAY 3" CLR. F11 31.0 56 56. 18 18 9 EA. WAY 3" CLR. 12 35.0 60 60 10 EA. WAY 3" CLR. 18 10 EA. WAY 3" CLR. WHERE F'c = 2,500 PSI Fy 40,000 PSI 60 Independence Circle, Ste. 201 • Chico, CA 95973 • (530) 892-1100 • Fax: 892-1115 t I ri - r.17 Project: Prepared by: Jeff Richelieu 12/11/2016 Software licensed to: Streamline Engineering, Inc. Phone: 530-892-1100 Email: jeffstreamline@sbcglobal.net rrina ormpte version I. U. U Input ,,See ASCE 7-10 Section 26.3 for symbol definitions V= 110 mph Topographic Factor Exposure Category C Specify KZt directly h = ft KZt for walls = 1.00 L = 9 94 ft B=55ft KZt for roof= 1.00 . Gable Roof: Pitch = 10:12 This is a valid Class 1 building Main Wind -Force Resisting System - ASCE 7-10 Directional Procedure, MWFRS - Chapter 27, Part 2 This procedure applies to wind loads of enclosed simple diaphragm buildings, as defined in Section 26.2_ MWFRS Wall Pressures (nsf) :Wall t, ,:Total=Wtndwaid LeewardInfternal Effective i. _T ph 25.3 25.3 22.3 Load: Casej' -6.9 @:Zone -12.2 -20.1 +/-4.6 ti ::i.•.. pp :4�1 23.9 20.8 MWFRS Roof Pressures (nsi) Zone co Effective apS Load: Casej' -6.9 @:Zone @Zone 5 r Md Area Area (sf) ,,"Load'-- Load Load tLoadLoad -17.5 -27.0 -24.0 -19.7 bo &Case.'2 13.2 -8.4 0.0 0.0 0.0 MWFRS Roof Overhang Pressures povh @ Zone 1 = 5.2 psf povh @ Zone 3 = 20.2 psf Pressures indicated are applied to underside of overhang on windward side only, simultaneously with other roof pressures C&C Roof Overhana Pressures (nsf) t S.K. Ghosh Associates Inc. 1 334 E Colfax Street, Palatine, IL, 60067 www.skghoshassociates.com Page l of 1 co Effective apS @:Zone @Zone 5 r Md Area Area (sf) ,,"Load'-- Load Load tLoadLoad ` . ..' Load -, ,Case 1 Case 2 Case 1 `' ` Case 2 "Case I-', Case 2 t .Load Case 1 ` oad CLase 2 10 ';50 4 ' Y, 17.3 -87:2` N; 19.9 =32 6 30.0 50.4°. 27.4 500 ti ;=50 4 a 17.3 ;. 78.5 17.9 ' =26 0 21.0 30.2"I".A 19.2 S.K. Ghosh Associates Inc. 1 334 E Colfax Street, Palatine, IL, 60067 www.skghoshassociates.com Page l of 1 r s o BY: JMR raa m DATE: 12/11/2016 JOB NO: 2538 PAGE: WIND DESIGN PRESSURE ON PROJECTED AREA LOAD CASE 1 ZONE 1 WIND PRESSURE PERPENDICULAR TO SURFACE -6.9 PSF ROOF PITCH 10 :12 ANGLE = 39.80 WIND PRESSURE ON PROJECTED AREA OF ROOF -6.88 PSF LOAD CASE 1 ZONE 2 WIND. PRESSURE PERPENDICULAR TO SURFACE -17.5 PSF ROOF PITCH 1 10 :12 ANGLE = 39.80 WIND PRESSURE ON PROJECTED AREA OF ROOF' -17.5 PSF NET PRESSURE ON PROJECTED AREA 10.6 PSF ` LOAD CASE 1 ZONE 3 WIND PRESSURE PERPENDICULAR TO SURFACE -27 PSF ROOF PITCH 10 :12 ANGLE = 39.8 WIND PRESSURE ON PROJECTED AREA OF ROOF -26.9 PSF LOAD CASE -1 ZONE 3 WIND PRESSURE PERPENDICULAR TO SURFACE -27 PSF ROOF PITCH 10 :12 ANGLE = 39.80 WIND PRESSURE ON PROJECTED AREA OF ROOF -26T PSF NET PRESSURE ON PROJECTED AREA 0.0 PSF USE 8.00 PSF ON VERTICAL PROJECTED AREA OF ROOF PER 27.1.5 ASCE 7-10 60 Independence Circle, Ste. 201 ° Chico, CA 95973 • (530) 892-1100 • Fax: 892-1115 LVIOVa awu,ua►y 1�c11urt http://ehp 1-earthquake.cr.usgs.gov/desigmnaps/us/summary.php?tempi... Q(= Design Maps Summary Report User -Specified Input Report Title Anderson Mon November 7, 2016 19:58:25 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 39.663630N, 121.56722°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III "" rte; --g•- s� �+ #°i wAua P@1P�t�St' t x Ft T m ";, .,.%+ .i- �,,� ��' r afr�xk, des..,• x A•µ ..:r ' ,3 �"` �" � � s iWR'riF�";T.?'� ., /, 1 3 :Y-194W"f ..d' l i y}�fl'rd" t �j�t T4 Til •s?y `f 1F r y Jl` } w4 ., tir ,,C' ""��.�'s �� 2 '�,/. ,�{y "' F� � '3S il�.t�� �� ,•gyp �� J�, ..ay�Itf }". s. t -45 �'.. ..k M1n xr r + y �,;•�j •LJy Zv air,.- �lii�ic>I:.�'S USGS-Provided Output Ss = 0.626 g SMs = 0.814 g SDs = 0.542 g SI = 0.263 g SMI = 0.493 g Sol = 0.329 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. 0.99 0.90 0.81 0.72 0.63 CA 0.54-- 0.45- 0.39. .540.450.36 0.27 0.18 0.09 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period. T (sec) MCEa Response Spectrum Design Response Spectrum 0.50 0.53 0.48 0.42 O� 0.36 V fA 0.30 0.24 0.12.- 0.12.. 0.06 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period. T (sec) For PGAm, TL, CRS, and CRI values, please view the detailed report. -f 2 11/7/2016 11:58 AM BY: J 1`17 DATE: 2 I CD JOB NO: Z '�:2- 3 g PAGE I OF • 60 INDEPENDENCE CIRCLE, SUITE 201 - CHICO, CALIFORNIA 95973 • PHONE: (530) 892-1100 • FAX: (530) 892-1115 1 BY: JMR DATE: 12/12/2016 JOB NO: 2538 PAGE: 10 SEISMIC DESIGN FOR BUILDING USING ASCE/SEI STANDARD 7-10 PER SECTION 12.8.1 . SEISMIC BASE SHEAR (V) = Rho(CS)W WHERE Cs = SoS / ( R / I ) = 0.083 W SDs = 0.542 See attached printout from 2003 NEHRP Sol 0.329 See attached, printout from 2003 NEHRP R = 6.5 per Table 12.2-1 . IMPORTANCE FACTOR (1) = 1.0 Per Table 1.5-2. For occupancy category II Rho = 1.3 Per ASCE 7-10 Section 12.3.4.2 PERIOD OF STRUCTURE (T) = Ct h„" = 0.243 MAXIMUM HEIGHT OF STRUCURE (h„) = 28 FT. Ct = 0.02 FROM TABLE 12.8-2 x = 0.75 FROM TABLE 12.8-2 CHECK CS TL = 16 SEC. PER FIGURE 22-12 FOR T < TL CS = 0.208 MAXIMUM PER 12.8-3 CS = 0.083 Used for design Cs/ 1.4 = 0.059 Per CBC Section 1605 (eq. 16-21) USE V = 0.077 W HORIZONTAL DISTRIBUTION OF SHEAR FOR MULTISTORY STRUCTURE NUMBER OF STORIES = 2 TOTAL BASE SHEAR = '8.05 KIPS ' HEIGHT TO SECOND STORY (HZ) = 19 FT. (MEASURED FROM BASE) WEIGHT OF SECOND STORY (W2) = 41.5 KIPS (1-12) * W2 = 788.50 KIP -FT HEIGHT TO FIRST STORY (Ht) = 8 FT. (MEASURED FROM BASE) KIP -FT WEIGHT OF FIRST STORY (WI) = 63.4- KIPS (H,) * W, = 507.20 TOTAL = 1295.70 KIP -FT Fx = CVxV = (V - FT) WxHX 0.006 WxHx TOTAL (W -H7 <.5 SEC WHERE K = 1 FOR PERIOD = 0.243 TOTAL SHEAR AT 2ND LEVEL = 4.90 KIPS TOTAL SHEAR AT 1 ST LEVEL = 3.15 KIPS TOTAL BASE = 8.05 KIPS OKAY = BASE SHEAR ABOVE 60 Independence Circle, Ste. 201 0 Chico, CA 95973 0 . (530) 892-1100 0 Fax: 892-1115 BY- J I`11L DATE: 12 - JOB ZJOB NO: Z PAGE I I OF IZAL V G-� 5 5 --Gd �►t2 L SVS L VW C2 ~ D [C2. C2+13 o T 0-9 ( iI 3 < 01 �� -}- (. D 1 = Io, No 14> V�. V4 = 2.C7. . OTri = . I(I (Ir, -'.S) ZZ 1 2. r-,7 • 60 INDEPENDENCE CIRCLE, SUITE 201 CHICO, CALIFORNIA 95973 • PHONE: (530) 892-1100 • FAX: (530) 892-1115 BY: J 1`1 �Z DATE: 2 I Co JOB NO: 2 C-2'3 PAGE 2 OF k1i� �a O Trl = .-Z3560-c' 22 . ZZ 2 N o 4p • 60 INDEPENDENCE CIRCLE, SUITE 201 • CHICO, CALIFORNIA 95973 • PHONE: (530) 892-1100 • FAX: (530) 892-1115 BY: DATE: 12 I I CO JOB NO: PAGE I -7 OF LI�J V S 0 OTrl 09 Cz M (9.7 c ZW V== I • I�• I a j Co 00 • 60 INDEPENDENCE CIRCLE, SUITE 201 CHICO, CALIFORNIA 95973 • PHONE: (530) 892-1100 • FAX: (530) 892-1115 BY: J 1`1 DATE: I'— I JOB NO: Zc2— j PAGE 14- OF oo� K• l3- Is2�. 7-7 L I�1_ 4 0 G {3 2� (9)::: 4-4 K- IHVLA+ • 60 INDEPENDENCE CIRCLE, SUrrE 201 CHICO, CALIFORNIA 95973 • PHONE: (530) 892-1100 • FAX: (530) 892-1115 BY: J rI DATE: 2- I ca JOB NO: 2 ' 3 g PAGE OF 4 �E.oz��(19 171 �V � -. C2� 2-- (C-�_ H -p - .44 (1�= 4 K IiyL-14 Iii C3 (� C A JZ AVW i �s _ I • III 2 (3-w) H -V -Li 61) 4t2 LA • 60 INDEPENDENCE CIRCLE, SUITE 201, • CHICO, CALIFORNIA 95973 • PHONE: (530) 892-1100 • FAX: (530) 892-1115 BY. J 17 F DATE: 12 I I Cv JOB NO: 2'52- 3 PAGE (p OF • 60 INDEPENDENCE CIRCLE, SUITE 201 CHICO, CALIFORNIA 95973 • PHONE: (530) 892-1100 • FAX:(530) 892-1115 - Title Block Line 1 • You can change this area using the "Settings" menu item and then using the "Printing & _Title Block" selection. Title Block Line 6 - Project Title: • Akerson House Engineer. JMR Project Descr. . Project ID: 2538 i (�?- FI Printed: 11 DEC 2016. 3:15PM Description: ROOF BEAMS H Downward L+Lr+S 0.108 in Downward Total Max fb/Fb Ratio = WoodBeam Design :.BM 1 fb : Actual: 732.58 psi at 9.250 ft in Span # 1 ` 3,500.00 psi "'Calculations, per NDS 2012, IBC 2012, CBC 2013, ` ASCE 7-70 BEAM Size: 5.25x11.875, VersaLam, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Boise Cascade Fb -Tension 2800 psi Fc - PHI 3000 psi Fv 'Ft Wood Grade: Versa Lam 2.0 2800 West 285 psi Ebend- xx 2000 ksi Density 41.75 pcf Fb - Compr 2800 psi Fc - Perp 750 psi 1950 psi Eminbend - xx 530120482 ksi • Applied Loads Fb - Tension , 1350 psi Fc - PHI 925 psi Fb - Compr . '11350 psi Fc - Perp 625 psi Beam self weight calculated and added to loads 31.2 pcf _ Applied Loads Unif Load: D = 0.0160„ Lr = 0.020 k/ft, Trib= 3.0 ft Beam self weight calculated and added to loads Unif Load: D = 0.010 k/ft, Trib= 5.0 ft • Unif Load: D = 0.0160, Lr = 0.020 k/ft, Trib= 7.0 ft Desrgn Summa H Downward L+Lr+S 0.108 in Downward Total Max fb/Fb Ratio = 0.209. 1 fb : Actual: 732.58 psi at 9.250 ft in Span # 1 Fb: Allowable: 3,500.00 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.098:1 fv : Actual: 35.01 psi at 17.513 ft in Span # 1 Fv: Allowable: 356.25 psi Load Comb: +D+Lr+H Max Reactions (k) D L Lr S w • E Left Support 1.07 0.56 H Downward L+Lr+S 0.108 in Downward Total 0.318 in Right Support 1.07 0.56 Upward L+Lr+S 0.000 in Upward Total Live Load Defl Ratio 2046 >360 Total Defl Ratio 0.000 in 697 >180 Wood learn Desogn ' BM 2, BM 3 :' Calculations: perNDS 2012; IBC 2012,.CBC 2013, ASCE 7-10' BEAM Size: 8x12, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch . Wood Grade: No.1 Fb - Tension , 1350 psi Fc - PHI 925 psi Fb - Compr . '11350 psi Fc - Perp 625 psi Fv 170 psi. Ebend- xx 1600 ksi Density Ft 675 psi Eminbend - xx 580 ksi 31.2 pcf _ Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0160, Lr = 0.020 k/ft, Trib= 7.0 ft Desion Summary Max fb/Fb Ratio = 0.210. 1 0(0.1120) Lr(o 140) . fb : Actual : 353.68 psi at 6.000 ft in Span #A.14 Fb: Allowable: 1,687.50 psi Load Comb: ` +D+Lr+H Max fv/FvRatio = 0.113: 1 / UU fv : Actual: 23.91 psi at 11.080 ft in Span # 1 12.0n, Fv: Allowable: 212.50 psi 8x12 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D m Lr 8 w E Left Support 0.78 0.84 H Downward L+Lr+S 0.043 in Downward Total 0.083 in Right Support 0.78 0.84 r y Upward L+Lr+S 0.000 in Upward Total Live Load Defl Ratio 3335 >360 Total Defl Ratio - 0.000 in 1724 >180 1 t A Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing ✓li Title Block" selection. Title Block Line 6 Multiple"Simple Beam s. J Project Title: • Anerson House Engineer. JMR Project Descr: . ENERCALC..INI Project ID: 2538. P �a - 18 • Printed: 12 DEC 2016,10:46AM 11PROJE-IU538JU-1IV-38BE-1.EC6 Bulld:616.10.31,` Ver.6.16 10.31 Description: FLOOR BEAMS Unif Load: D = 0.0120, L = 0.040 k/ft, Trib= 8.0 ft Wood Beate Design :'' FBM 1 Desion Summary Calculations per NDS 2012, IBC 2012;`.CBC 2013, ASCE 7-10' BEAM Size: 5.25x11.875, VersaLam, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Wood Species: Boise Cascade Combinations, Major Axis Bending Fb - Tension 2,800.0 psi Fc - Prll 3,000.0 psi Fv Fb - Compr 2,800.0 psi Fc - Perp 750.0 Ft Wood Grade: Versa Lam 2.0 2800 West 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf 1,950.0 psi psi Eminbend-xx 1,036.83 ksi Applied Loads _ Beam self weight calculated and added to loads i (L t J e �� r� I ti i 1 Unif Load: D = 0.0160, Lr = 0.020 k/ft, Trib=15.0 ft fv : Actual : Unif Load: D = 0.010 k/ft, Trib= 9.0 ft Unif Load: D = 0.0120, L = 0.040 k/ft, Trib= 8.0 ft Point: D =1.70, Lr = 2.0 k @ 10.0 ft . . Desion Summary BEAM Size: 6x12, Sawn, Fully Unbraced Max fb/Fb Ratio = 0.879; 1 fb : Actual : 3,076.51 psi at 8.362 ft in Span # 1' Fb : Allowable: 3,500.00 psi Load Comb: +D+0.75OLr+0.750L+H ' Max fv/FvRatio = 0.535: 1 fv : Actual : 190.53 psi at 13.533 ft in Span # 1 Fv: Allowable: 356.25 psi Load Comb: +D+0.750Lr+0.750L+H Max Reactions (k) 0 4 Ir S w g Left Support 3.75 2.32 2.80 Right Support 4.39 2.32 3.55 W AID ,� ;}g v. t .e:.+, € .r•,.;. •'.tr..+ . �. E" =..:2d 0. H Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.327 in Downward Total 0.000 in Upward Total 531 >360 Total DO Ratio 0.816 in 0.000 in 213 >180 oo ea n..0eslgn, FBM 2 ` ' - ' - ' - r ,,-; „ , :.• ',-•:.Calculations per"NDS 2012," IBC 2012, CBC 2013, AS CE 7=10 BEAM Size: 6x12, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch I Wood Grade: No.1 Fb -Tension 1,350.0 psi Fc - Prll 925.0 psi Fv Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf 675.0 psi Eminbend Applied Loads - xx . , 580.0 ksi Beam self weight calculated and added to loads Calculations per. NDS 2012, IBC 2012, CBC 2013, Unif Load: D = 0.0160, Lr = 0.020 k/ft, Trib=15.0 ft BEAM Size: 8x12, Sawn, Fully Unbraced Unif Load: D = 0.010 k/ft, Trib= 9.0 ft Unif Load: D = 0.0120, L = 0.040 k/ft, Trib= 8.0 It Using Allowable Stress Design with ASCE 7-10 Load Desion Summary Max fb/Fb Ratio = 0,294.1 oro `moi W.320) fb : Actual : 397.15 psi at 3.250 ft in Span # 1Fb: Allowable:, 1,350.00 psi Fb - Tension 1350 psi Fc - Prtl .925 psi Fb - Compr. 1,350 psi Fc - Perp 625 Fv Ft Load Comb: +p+L+H 31.2 pcf psi Max fv/FvRatio = 0.243: 1U psi Eminbend - xx .. 580 ksi fv : Actual: 41.38 psi at 0.000 ft in Span #"I Fv: Allowable: 170.00 psi Load Comb: +p+L+H Beam self weight calculated and added to loads &5D It W„ Max De e -c ions Max Reactions (k) D L kr 5- -W 9 Left Support 1.43 1.04 0.98 H Downward L+Lr+S 0.012 in Downward Total 0.033 in Right Support 1.43 1.04 0.98 Upward L+Lr+S 0.000 in Upward Total Live Load Defl Ratio 6732 >360 Total Defl Ratio 0.000 in 2381 >180 Wood Beam;Design FBM 3 Calculations per. NDS 2012, IBC 2012, CBC 2013, ASCE T-10 BEAM Size: 8x12, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1350 psi Fc - Prtl .925 psi Fb - Compr. 1,350 psi Fc - Perp 625 Fv Ft 170 psi Ebend- xx 1600 ksi Density 675 31.2 pcf psi psi Eminbend - xx .. 580 ksi Applied Loads ' Beam self weight calculated and added to loads ' Unif Load: D =.0.0120, L = 0.040 kfft, Trib= 8.0 ft ► ` Title Block Line 1 •�' Project Title:. Anerson House You can change this area :' Engineer: JMR ,Project ID: 2538 using the "Seftings" menu item "Printing ° Y M � Project Descr. ' Q • and then using the 8 ° i Y Title Block" selection. .� a; Title Block Line 6 Pdnted:12 DEC 2016.10:46Md Multiple"'Simple Bleam f t 1 FIe-11SERVER10ff=c lPROJE=112538J('1120BE--1.EC6 ,' �.•�•_+ x v" ENERCALC, INC: 1983-2016:Build:6x16:10.31'Ver618:10.31 _ �.�e. Desi. n Summary ' Max fb/Fb Ratio = 0.614 1 y D(0.0960) U0.320) ' • tb : Actual : 829.28 psi at 7.250 ft in Span # 1 - -' _ - - b Allowable: 1,350.00 psi ' � - Load Comb: +D+L+H- Max fv/FvRatio = ' 0.282:1 a i fv : Actual : 47.87 psi at 13.582 It in Span # 1 14.50 ft, 8x12 ' Fv : Allowable: ' 170.00 psi Load Comb: ''' +D+L+H ;• ' " t +Mai Deflections Max Reactions (k) 2 L LrS Left Support' 0.83 2.32 . • , w," , E - H Downward L+Lr+S 0.210 in Downward Total 0.286 in Right Support + 0.83: 2.32 Upward L+Lr+S -, 0.000 in Upward Total 0.000 in - _ .. Live Load Defl Ratio 827 >360 Total Defl Ratio 608 >180 w 11 a \ . t ` ?� 2�3 � PCS, 20 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title Anderson Page : 1 Job #: Dsgnr. JMR Date: 12 DEC 2016 Description.... 4'-8" Retaining Wall This Wall in File: z:\1 projects\2538 justin anderson (home)\2538 retaining wall.RPX RetainPro (c) 1987-2016, Build 11.16.07.15 License: KW -06056804 Cantilevered Retaining Wall Code: CBC 2013,ACI 318-11,ACI 530-11 License To: STREAMLINE ENGINEERING Criteria Lateral Load Applied to Stem Retained Height = 4.67 ft Wall height above soil = 0.67 It Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Soil Data -� Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure • = 32.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingliSoil Friction Soil height to ignore for passive pressure 250.0 psf/ft 110.00 pcf 0.00 pcf 0.300 = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load ! Surcharge Over Heel = 0.0 psf Used To Resist Sliding &Overturning Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs Surcharge Over Toe = 0.0 ... Height to Top = 0.00 ft Footing Width = 0.00 ft Used for Sliding 8 Overturning ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in { Axial Load Applied to StemLi Load Type = Wind (W)9 Wall to Ft CL Dist = Footing Type 0.00 ft (Service Level) Line Load Axial Dead Load = 200.0 lbs Axial Live Load = 320.0 lbs Wind on Exposed Stem =' 0.0 psf Base Above/Below Soil at Back of Wall = 0.0 ft Axial Load Eccentricity = 0.0 in (Service Level Poisson's Ratio = 0.300 Stem Weight Seismic Load Fp / Wp Weight Multiplier = 0.100 g Added seismic base force -37.4 lbs Seismic Self -Weight acts left-to-right toward retention side. Design Summary ( Stem Construction - I 'Bottom Wall Stability Ratios Overturning = Design Height Above Ftg ft= Ste 0 00 3.89 OK Slab Resists All Sliding ! Wall Material Above "HV' = Concrete Design Method = LRFD Total Bearing Load = 2,189 lbs Thickness = 8.00 Rebar Size - # 4 ...resultant ecc. = 2.41 in Rebar Spacing = 12.00 Soil Pressure @ Toe = 1,023 psf OK Rebar Placed at = Edge Soil Pressure @ Heel = 436 psf OK Design Data Allowable = 1,500 psf fb/FB + fa/Fa = 0.199 Soil Pressure Less Than Allowable Total Force @ Section ACI Factored @ Toe = 1,432 psf Service Level lbs= ACI Factored @ Heel = 611 psf Strength Level lbs = 504.9 Footing Shear @ Toe = 3.2 psi OK Moment... Actual Footing Shear @ Heel = 0.0si OK p Service Level ftp= Allowable = 75.0 psi Strength Level ft-# = 726.5 Sliding Cafes Moment..... Allowable = 3,655.6 Lateral Sliding Force = 477.0 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2013,ACI 1.200 1.600 1.600 1.000 1.000 Service Level Strength Level Shear..... Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi = psi = 6.7 psi = 75.0 in2 = in= 6.25 psi = psi = psf= 100.0 = Medium Weight = ASD psi = 2,500.0 psi = 40,000.0 Use menu item Settings > Printing & Title Block Title Anderson Page : 2 to set these five lines of information Job # : Dsgnr. JMR Date: 12 DEC 2016 for your program. Description.... 4'-8" Retaining Wall �� 22 This Wall in File: z:11 projects%2538 justin anderson (home)\2538 retaining wall.RPX RetainPro (c)1987-2016, Build 11.16.07.15 License: KW -06056804 Cantilevered Retaining Wall Code: CBC 2013,ACI 318-11,ACI 530-11 License To: STREAMLINE ENGINEERING Concrete Stem Rebar Area Details ' Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0408 in2/ft (4/3) ' As: 0.0544 in2/ft Min Stem T&S Reinf Area 1.025 in2 200bd/fy : 200(12)(6.25)/40000: 0.375 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : Required Area : One layer of : Two layers of: 0.1728 in2/ft .#4@ 12.50 in #4@ 25.00 in Provided Area: _ 0.2 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area.: • 1.27 in2/ft #6@ 27.50 in #6@ 55.00 in [-Footing Dimensions & Strengths Footing Design Results Toe Width _ Heel Width's - 1.00 ft ` Toe Heel 2.00 Total Footing Width = Factored Pressure = 1,432 611 psf 3.00 Mu': Upward = 670 651 ft-# Footing Thickness = 12.00 in Mu': Downward = 123 708 ft-# Key Width = 0.00 in Mu: Design = 547 57 ft-# Key Depth = 0.00 in Actual 1 -Way Shear = 3.21 0.04 psi Key Distance from Toe = 0.00 ft Allow 1 -Way Shear = 75.00 75.00 psi Footing Weighl = Toe Reinforcing = # 4 @ 12.00 in fc = 2,500 psi Fy = Footing Concrete Density = 40,000 psi Heel Reinforcing = # 4 @ 12.00 in 150.00 pcf Key Reinforcing = None Spec'd Min. As % 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm = 3.00 in Toe: Not req'd: Mu < phi•5'lambda'sgrt(fc)'Sm Heel: Not req'd: Mu < phi'5•lambda'sgrt(fc)'Sm Total = Key: No key defined Min footing T&S reinf Area 0.78 in2 Min footing T&S reinf Area per foot 0.26 in2 ift If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in ` #6@ 20.37 in #6@ 40.74 in Summary of Overturning & Resisting Forces &Moments NAM rleel Active Pressure = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load - Load @ Stem Above Soil = .....OVERTURNING.... Force Distance Moment lbs ft ft-# 514.4 1.89 1 972.2 Seismic Stem Self Wt -37.4 3.67 -137.2 Total 477.0 O.T.M. 835.0 Resisting/Overturning Ratio = 3,89 Vertical Loads used for Soil Pressure = 2,188.9 lbs If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. .....RESISTING..... Force Dlstanii Moment lbs ft ft -0 Soil Over Heel = 684.9 2.33 1,598.2 Sloped Soil Over Heel = Surcharge Over Heel _ Adjacent Footing Load = Axial Dead Load on Stem = 200.0 1.33 266.7 Axial Live Load on Stem = 320.0 1.33 426.7 Soil Over Toe = 0.50 Surcharge Over Toe = Stem Weight(s) 534.0 1.33 712.0 Earth @ Stem Transitions _ Footing Weighl = 450.0 1.50 675.0 Key Weight = Vert. Component = Total = 1,868.9 lbs R.M.= 3,251.8 Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. . ': PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES Ailarr ws as 91KV ED FOR _ DATE, - ! I —/ _� _ RV Systems Plus Lumber 1800 S. Barney Rd. Ander-son, CA 96007 (530) 378-6800 (530) 365-5903 fax Trusses & Pre Manufactured Wall Panels Sys tplus@systplus. coin, www,systplus.com I INSPECTION AGENCY Timber Products Inspection, Inc. 105 S.E. 124`1' Avenue Vancouver, WA 98684 Tel: (360) 449-3138 Fax: (360)449-3953 *This engineering is valid ONLY for trusses manufactured by Systems Plus Lumber Co. * MiTek" co. BUTT COUNT DEC 15 ' )16 DEVELOPENT SERVIC IS ICC ES Report ESR -1311 & ESR 1988 IAS Certified Inspection No. AA -702 ''b0.dg8 Fabrication in compliance with 2013 CBC SECTION 2303.4.2 IBC/TRC 2012 SECTIONS (2303.4/R802. l Oroof/R502.1 1 floor) TRUSS ENGINEERING LAYOUT YES ❑■ NO ❑ fitnndard Tnisc rletsil Title retail .a = InCtnlle 1 Gable End 85 Wind B I Gable End 1 10 Wind B _.. _........ 1 A _ _... _......... .... _...... _.... Gable End 110 Wind C IB Hat Truss over 6/12 2 Hat Truss under 6/12 213 Web Bracing Details 3 _ ✓ Vallev Fill Frames 4 ✓ Open Face Jacks 5 ✓ Toe nail 6 Bearing Block 3.5 7 Bcaring Block 5.5 7A Floor 8 ✓ Dbl TIC Notching 9 HVAC 10 Truss Data I I ✓ Purlin Gable 12 BCSI at www.sbcindustrv.com BCSI_BI Summary Sheet at _wwNy.sbeindustrv.com Systems Plus Job Number 1610-095 Date 12/13/16 Revision(s) Customer Project Location ANDERSON RES PARIDISE CA. PRIOR TO ERECTING TRUSSES, READ TRUSS DATA SHEET AND NOTE BCSI-B I SUMMARY SHEET GUIDE FOR HANDLING, INSTALLING NOTE AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES SYSTEMS PLUS LUMBER CO. / 1800 S. BARNEY ROAD / ANDERSON, CA 96007 (530)378-6800 / FAX (530)365-5903 TRUSS DATA SHEET, APPROVALS: -OBTAIN ALL NECESSARY CODE COMPLIANCE, BUILDING DEPARTMENT APPROVALS, AND RECOMMENDATIONS AND INSTRUCTIONS FROM THE DESIGNER OF THE COMPLETE STRUCTURE BEFORE USING TRUSS DESIGN. -CONNECTION OF THE ROOF SYSTEM TO THE BUILDING FOR VERTICAL & LATERAL LOADS IS THE RESPONSIBILITY OF THE BUILDING DESIGNER OR ENGINEER. -SYSTEMS PLUS IS APPROVING ONLY THE STRUCTURAL DESIGN OF EACH TRUSS BASED ON INFORMATION RECEIVED FROM THE CUSTOMER AND SHOWN ON THE ENGINEERED TRUSS DRAWING. SIGNED AND SEALED DRAWINGS BASED ON THE PROVIDED DATA ARE FURNISHED BY SYSTEMS PLUS LUMBER CO. THIS ENGINEERING IS VALID ONLY FOR TRUSSES MANUFACTURED BY SYSTEMS PLUS LUMBER CO. HANDLING & ERECTION: -CARELESS HANDLING OF TRUSSES SHALL NOT BE PERMITTED. -INSTALL TRUSSES VERTICALLY AT DESIGN BEARING POINTS, CORRECT SIDE UP, AT CORRECT SPACING AND PROPERLY BRACED. -NO LOADS SHOULD BE APPLIED TO THE TRUSSES UNTIL AFTER ALL BRACING AND CONNECTIONS ARE COMPLETED. -DO NOT PERMIT LOADS GREATER THAN DESIGN LOADS TO BE PLACED ON THE TRUSSES. -READ & APPLY THE RECOMMENDATIONS FOR HANDLING, INSTALLING AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-B I SUMMARY SHEET). METAL CONNECTOR PLATES: -CONNECTOR PLATES ARE MANUFACTURED IN ACCORDANCE WITH TRUSS PLATE INSTITUTE SPECIFICATIONS. -PLATES MUST BE INSTALLED ON BOTH FACES OF THE LUMBER WITH TEETH FULLY EMBEDDED. -REQUIRED PLATE SIZES, GAUGE AND DESIGN VALUES ARE SHOWN ON THE TRUSS DRAWING. -POSITION PLATES SYMMETRICALLY AT JOINTS, UNLESS OTHER DIMENSIONS ARE SPECIFIED. LUMBER: -THE LUMBER USED FOR TRUSS FABRICATION MUST COMPLY WITH THE SPECIFICATIONS OF AN APPROVED INSPECTION BUREAU AND MUST BE OF THE, SIZE. AND SPECIES SHOWN ON THE TRUSS DRAWINGS AND BE EQUAL TO OR BETTER THAN THE GRADE SPECIFIED. BRACING: -REVIEW THE TRUSS ENGINEERING DRAWINGS FOR ANY LATERAL BRACING REQUIRED FOR INDIVIDUAL WEB MEMBERS. LATERAL BRACING OF INDIVIDUAL WEB MEMBERS SHALL BE PLACED PER STANDARD DETAIL #3 (MII/SAC51 & Mil/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-Bl 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. 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 THF..' 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 TH.E STRUCTURAL DESIGN OF EACH TRUSS BASED ON INFORMATION RECEIVED FROM THE CUSTOMER AND SHOWN ON THE ENGINEERED TRUSS DRAWING. SIGNED AND SEALED DRAWINGS BASED ON THE PROVIDED DATA ARE FURNISHED BY SYSTEMS PLUS LUMBER CO. THIS ENGINEERING IS VALID ONLY FOR TRUSSES MANUFACTURED BY SYSTEMS PLUS LUMBER CO. HANDLING & ERECTION: -CARELESS HANDLING OF TRUSSES SHALL NOT BE PERMITTED. -INSTALL TRUSSES VERTICALLY AT DESIGN BEARING POINTS, CORRECT SIDE UP, AT CORRECT SPACING AND PROPERLY BRACED. -NO LOADS SHOULD BE APPLIED TO THE TRUSSES UNTIL AFTER ALL BRACING AND CONNECTIONS ARE COMPLETED. -DO NOT PERMIT LOADS GREATER THAN DESIGN LOADS TO BE PLACED ON THE TRUSSES. -READ & APPLY THE RECOMMENDATIONS FOR HANDLING, INSTALLING AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-BI 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 SMALL BE PLACED PER STANDARD DETAIL #3 (MII/SAC51 & MIT/SAC-23). -RESTRAINT OF LATERAL BRACING AND ADDITIONAL BRACING FOR THE COMPLETE STRUCTURE IS TO BE PROVIDED BY THE BUILDING DESIGNER OR ENGINEER. -READ AND APPLY THE RECOMMENDATIONS FOR TEMPORARY AND PERMANENT BRACING OF WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-B1 SUMMARY SHEET). -BOTTOM CHORD BRACING SHALL BE INSTALLED PER THE TRUSS ENGINEERING DRAWING BUT IS NEVER TO EXCEED 10'-0" O.C. WITHOUT A SPECIFIC ENGINEERED DESIGN. NO CUTTING, DRILLING, NOTCHING, OR TRIMMING OF ANY TRUSS MEMBER IS PERMITTED. s STANDARD GABLE END DETAIL MIUSAC - 20A 9/17/2oo4 PAGE 1 OF 2 4x4 = m ;,ONT. BR �4 SPAN TO *DIAGONAL OR L -BRACING REFER TO TABLE BELOW SEE PAGE 2/2 FOR —ALTERNATE BRACING DETAIL — 1X4 OR 2X3 rIYP) VARIES TO COM.F1 2 N, TRUSS i--ffVERTICAL STUD TYPICAL 2x4 L -BRACE NAILED TO 2x4 VERTICALS W/8d NAILS SPACED AT 8" O.C. LOADING(psfl SPACING 2-0-0 TCLL 50.0 Plates Increase 1.15 TCDL 7.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code ASCE 7-02 TOP CHORD 2 X 4 DFL/SPF/HF - No.2 BOT CHORD 2 X 4 DFL/SPF/HF - STUD/STD OTHERS 2 X 4 DFUSPF/HF - STUD/STD SHEATHING (BY OTHERS)— 3 1/2" Z 1 1/2" I — 2X4 LATERAL BRACING NOTCH AT AS REQUIRED PER TABLE BELOW 24 O.C. (MIN.) TOP CHORD MrTek Industries, Inc. Western Division 24" O.C. END ,'� WALL IGID CEILING MATERIAL DETAIL A SEP 222015 LATERAL BRACING NAILING SCHEDULE VERT. HEIGHT # OF NAILS AT END UP TO 7'-0112 - 6 OVER 8'-611 4 - 16d NOTES 1) VERT. STUDS HAVE BEEN CHECKED FOR 110 MPH WIND EXP. B, HEIGHT 30 FT 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX. VERT. STUD HEIGHT OF 8'-8". TOP CHORD NOTCHING NOTES 1)THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 10D NAILS SPACED AT 8" O.C. IF STUDS ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. 3) LUMBER MUST MEET OR EXCEED VISUAL GRADE #2 LUMBER AFTER NOTCHING. 4) NO NOTCHING IS PERMITTED WITHIN 2X THE OVERHANG LENGTH. Contlnued on page 2 A wARMNO • VerVy design paramatem and READ NOTE4 ON 7MS AND 1NCIM20 A97'EA REFERENCE PAGE IM -74M BEFORE VSB, nrr Greenback Lane OeslIppn vaBd for use onN with tMek k onnaclars Thb de�pn b basad anfy upon pts amafat shown and b lar an Indlvtdual butlding component, Curie 109 AppBcablily of design psaomenlen and proper incorpaalton of component b responsiMYty of building designer • not buss designer. &ocing shown Citrus Heghls, CA, 9661 b Ia bleml wppport .1lndMdual web memben ortty. Additional lemporory brackrg to Insure slabi0ly udng conslnrclbn b Iha re:ponsib®ly of the e ecta. Addilbnal pennon 1 I bracing of Iha overo0 structure Is the resporalblCly of the building designer. For general gukJance regarding IaWlcafbn, quaYly kantro� atoroga, deYvery, ereclbn and brocing, consutl ANSI/IPII Guvilty Criteria, DSB•B9 and aC511 Bu9dlnp Component M iTe�k® Safety Inlormatbn waNable homTruss Plole Imtllute, 593 D'Orwirlo Drive, Madbon, WI53719. MAXIMUM VERTICAL STUD HEIGHT SPACING OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE WITH L - BRACE 12 INCH O.C. 5-10-0 11-8-0 8- 0-0 6 24 INCH O.C. NOTES 1) VERT. STUDS HAVE BEEN CHECKED FOR 110 MPH WIND EXP. B, HEIGHT 30 FT 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX. VERT. STUD HEIGHT OF 8'-8". TOP CHORD NOTCHING NOTES 1)THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 10D NAILS SPACED AT 8" O.C. IF STUDS ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. 3) LUMBER MUST MEET OR EXCEED VISUAL GRADE #2 LUMBER AFTER NOTCHING. 4) NO NOTCHING IS PERMITTED WITHIN 2X THE OVERHANG LENGTH. Contlnued on page 2 A wARMNO • VerVy design paramatem and READ NOTE4 ON 7MS AND 1NCIM20 A97'EA REFERENCE PAGE IM -74M BEFORE VSB, nrr Greenback Lane OeslIppn vaBd for use onN with tMek k onnaclars Thb de�pn b basad anfy upon pts amafat shown and b lar an Indlvtdual butlding component, Curie 109 AppBcablily of design psaomenlen and proper incorpaalton of component b responsiMYty of building designer • not buss designer. &ocing shown Citrus Heghls, CA, 9661 b Ia bleml wppport .1lndMdual web memben ortty. Additional lemporory brackrg to Insure slabi0ly udng conslnrclbn b Iha re:ponsib®ly of the e ecta. Addilbnal pennon 1 I bracing of Iha overo0 structure Is the resporalblCly of the building designer. For general gukJance regarding IaWlcafbn, quaYly kantro� atoroga, deYvery, ereclbn and brocing, consutl ANSI/IPII Guvilty Criteria, DSB•B9 and aC511 Bu9dlnp Component M iTe�k® Safety Inlormatbn waNable homTruss Plole Imtllute, 593 D'Orwirlo Drive, Madbon, WI53719. STANDARD GABLE END DETAIL MI1/SAC - 20A 9/17/2004 PAGE 2 OF 2 4- 10d NAILS MIN. ,PLYWOOD SHEATHING %TO 2X4 STD. DF -L BLOCK 2- 10d (TYP) NOTES " 1)2X4 NO.2 OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 10D NAILS @ 6" O.C. 2 2X4 LEDGER NAILED TO EACH STUD WITH 4-10d NAILS. 3;2X4 STRONGBACK TO BE CONNECTED TO EACH VERT. STUD WITH 2- 10d TOE NAILS 4)THE 10d NAILS SPECIFIED FOR LEDGER AND STRONGBACK ARE 10d BOX NAILS (0.131" DIA. X 3.0" LGT) THIS ALTERNATE BRACING DETAIL IS APPLICABLE TO STRUCTURAL GABLE END IF THE FOLLOWING CONDITIONS ARE MET: 11 MAXIMUM HEIGHT OF TRUSS = 8'-6", UNLESS OTHERWISE SPECIFIED BY PROJECT ENG. OR QUALIFIED BUILDING DESIGNER. 2. MAXIMUM PANEL LENGTH ON TOP AND BOT. CHORDS = T-0" 3. THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALL BE BRACED @ 4'-0" O.C. MAX. 4. PLEASE CONTACT TRUSS ENGINEER IF THERE ARE ANY QUESTIONS. D Q NARA7N0 • Varth daa(gn parameters and READ NOTES ON 77M AND INCLUDED M77SK REFERENCE PAOE AM -7473 9EPORE USE. 7777 Greenback lane �® Design voId for use only wflh Mrrek connaclors. This design Is bated only upon parameters shown, and b for on Individual building component. Suite 1179 AppGeobiBly of design paromenters and proper Incorporallon of component Is responsbUly o1 building designer - not I", designer. 8rocing shown Citrus Heights, CA. 9581 h for lateral support of Individual web members only, Addllionol lempwary bracing to Insure dabi9ty during construction b the responsrbOl, of the erector. Additional permanent bracing of the overall structure Is the responsibility of the buk1bg designer. For general guidance regarding fabrication, quality control storage, delivery, D• erecllan and brodng, consul) ANSI/TPII QuaBty Criteria, OSB -89 and BCSII Building Component MMe %k Safety Information available from Trust Plate Inslllule• 583 Onofdo Drive, Madison, WI 53719, , 2X4 BLOCK JI;I' i SIMPSON A34 OR EQUIVALENT _ 2X4 srjo `� OR BTR SPACED @ 5'-0" O.C. ---- — --- SHALL E PROVIDED AT EACH END OF LEDGER------�" \-BRAC EXCEPT FOR BRACE EXTENDED 2X4 No. 2 OR BTR STRONGBACK INTO E CHORDS & CONNECTED TO 2X4 No, 2 OR BTR CHOF DS W/ 4- 10d NAILS. MAX. NGTH = T-0" GABLE END, ---► QROFE.SSI poocoo 61-Y MAX TO STANDARD TRUSSES U BEARING WALL SPACED @ 24" O.C. NO, C0744 .* EXP. 12-31- NIL �P � ALTERNATE BRACING DETAIL �o OF CAO SEP 2 2 1015 NOTES " 1)2X4 NO.2 OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 10D NAILS @ 6" O.C. 2 2X4 LEDGER NAILED TO EACH STUD WITH 4-10d NAILS. 3;2X4 STRONGBACK TO BE CONNECTED TO EACH VERT. STUD WITH 2- 10d TOE NAILS 4)THE 10d NAILS SPECIFIED FOR LEDGER AND STRONGBACK ARE 10d BOX NAILS (0.131" DIA. X 3.0" LGT) THIS ALTERNATE BRACING DETAIL IS APPLICABLE TO STRUCTURAL GABLE END IF THE FOLLOWING CONDITIONS ARE MET: 11 MAXIMUM HEIGHT OF TRUSS = 8'-6", UNLESS OTHERWISE SPECIFIED BY PROJECT ENG. OR QUALIFIED BUILDING DESIGNER. 2. MAXIMUM PANEL LENGTH ON TOP AND BOT. CHORDS = T-0" 3. THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALL BE BRACED @ 4'-0" O.C. MAX. 4. PLEASE CONTACT TRUSS ENGINEER IF THERE ARE ANY QUESTIONS. D Q NARA7N0 • Varth daa(gn parameters and READ NOTES ON 77M AND INCLUDED M77SK REFERENCE PAOE AM -7473 9EPORE USE. 7777 Greenback lane �® Design voId for use only wflh Mrrek connaclors. This design Is bated only upon parameters shown, and b for on Individual building component. Suite 1179 AppGeobiBly of design paromenters and proper Incorporallon of component Is responsbUly o1 building designer - not I", designer. 8rocing shown Citrus Heights, CA. 9581 h for lateral support of Individual web members only, Addllionol lempwary bracing to Insure dabi9ty during construction b the responsrbOl, of the erector. Additional permanent bracing of the overall structure Is the responsibility of the buk1bg designer. For general guidance regarding fabrication, quality control storage, delivery, D• erecllan and brodng, consul) ANSI/TPII QuaBty Criteria, OSB -89 and BCSII Building Component MMe %k Safety Information available from Trust Plate Inslllule• 583 Onofdo Drive, Madison, WI 53719, , STANDARD GABLE END DETAIL MII/SAC - 20B 9/17/2004 PAGE 1 OF 2 4x4 = 61 HGT CONT. BRIS MATCH 4 SPAN TO l MITek Industries, Inc. Western Division SHEATHING (BY OTHERS) —� *DIAGONAL OR L -BRACING REFER TO TABLE BELOW 24" MAX 24" O.C. SEE PAGE 2/2 FOR TYP —ALTERNATE BRACING DETAIL3 1 1 1/2" — 1X4 OR 2X3 (TYP) 2" — `/. 2X4 LATERAL BRACING VARIES AS REQUIRED PER NOTCH AT TO COM. 12 NO O.C. (MIN,) TABLE BELOW TRUSS TOP CHORD VERTICAL STUD TYPICAL 2x4 L -BRACE NAILED TO 2x4 VERTICALS W/8d NAILS SPACED AT 8" O.C. LOADING(ps> SPACING 2-0-0 TCLL 50.0 Plates Increase 1.15 TCDL 7.0 Lumber Increase 1.15 BCLL 0,0 Rep Stress Incr YES BCDL 10.0 Code ASCE 7-02 TOP CHORD 2 X 4 DFL/SPF/HF - No.2 BOT CHORD 2 X 4 DFUSPF/HF - STUD/STD OTHERS 2 X 4 DFUSPF/HF - STUD/STD 3x5 = OQROttaylp JI O$00/V END �p �0 WALL nIGID CEILING (� 0 MATERIAL NO. C0744815 D E TAIL A EXP, 12-31-1 SEP 2 2 2015 `�jq�.0 OF LATERAL BRACING NAILING SCHEDULE VERT. HEIGHT # OF NAILS AT END UP TO 7'-0"- 12 INCH O.C. -1 -0 9-10-0 7-6-0 OVER 8'-6" 4 - 16d NOTES 1) VERT. STUDS HAVE BEEN CHECKED FOR 110 MPH WIND EXP. C, HEIGHT 30 FT 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY, CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX. VERT. STUD HEIGHT OF V-6". TOP CHORD NOTCHING NOTES 1)THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 1 OD NAILS SPACED AT 6" O.C. IF STUDS ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. 3) LUMBER MUST MEET OR EXCEED VISUAL GRADE #2 LUMBER AFTER NOTCHING, 4) NO NOTCHING IS PERMITTED WITHIN 2X THE OVERHANG LENGTH. Continued on page 2 Q WARMNO • Vert& deafgn paramaters and READ NOTES ON 77US AND I7YMMED ranZKREPERE = PAGE MU -7473 D=RE US& 7777 Greenback lane �® Deslgn void for use only vAh Mitek connectors. This design is based only upon parameters shown, and Is loran Indlvtdual building component. Sults 109 Applicability of design ppoorraamenters and proper incorporation of component is responsiblilly of buildingdesigner - not truss designer. Bracing shown Glrus Heights, CA, 9581 is for lateral support of individual web members only. Additional temporary bracing to Insure slab011y uring construction b the responsiblfily of the erector. Addlllonal permanent bracing of the overall structure Is the responslbilly of the building designer. For general guidance regarding j�ek fabrication, qually control storage, delivery, erection and bracing, consult ANSI/1711 Quality Criteria, DSB.89 and BCSII Building Component 0 Safety Information available from Truss Plate Inslilute, 563 D'Onolrio Drive, Modlson, WI 53719, Welk MAXIMUM VERTICAL STUD HEIGHT SPACING OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE WITH L - BRACE 12 INCH O.C. -1 -0 9-10-0 7-6-0 24 INCH O.C. 3-8-0 74-a - NOTES 1) VERT. STUDS HAVE BEEN CHECKED FOR 110 MPH WIND EXP. C, HEIGHT 30 FT 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY, CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX. VERT. STUD HEIGHT OF V-6". TOP CHORD NOTCHING NOTES 1)THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 1 OD NAILS SPACED AT 6" O.C. IF STUDS ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. 3) LUMBER MUST MEET OR EXCEED VISUAL GRADE #2 LUMBER AFTER NOTCHING, 4) NO NOTCHING IS PERMITTED WITHIN 2X THE OVERHANG LENGTH. Continued on page 2 Q WARMNO • Vert& deafgn paramaters and READ NOTES ON 77US AND I7YMMED ranZKREPERE = PAGE MU -7473 D=RE US& 7777 Greenback lane �® Deslgn void for use only vAh Mitek connectors. This design is based only upon parameters shown, and Is loran Indlvtdual building component. Sults 109 Applicability of design ppoorraamenters and proper incorporation of component is responsiblilly of buildingdesigner - not truss designer. Bracing shown Glrus Heights, CA, 9581 is for lateral support of individual web members only. Additional temporary bracing to Insure slab011y uring construction b the responsiblfily of the erector. Addlllonal permanent bracing of the overall structure Is the responslbilly of the building designer. For general guidance regarding j�ek fabrication, qually control storage, delivery, erection and bracing, consult ANSI/1711 Quality Criteria, DSB.89 and BCSII Building Component 0 Safety Information available from Truss Plate Inslilute, 563 D'Onolrio Drive, Modlson, WI 53719, Welk STANDARD GABLE END DETAIL MIUSAC - 20B 9/17/2004 PAGE 2 OF 2 4- 10d NAILS MIN. ,PLYWOOD SHEATHING TO 2X4 STD. DF -L BLOCK 2- 10d SIMPSON A34 OR EQUIVALENT LEDGER--- 2X4 EDGER '2X4 No. 2 OR BTR GABLE END, 6'-3" MAX TO BEARING WALL ice/ '—I+-- 2X4 BLOCK +_ 45" `. `2X4 STJD OR BTR SPACED @ 6-0" O.C. SHALL E PROVIDED AT EACH END OF BRACE. EXCEPT FOR BRACE EXTENDED STRONGBACK INTO E CHORDS & CONNECTED TO 2X4 No. 2 OR BTR CHOF DS W/ 4- 10d NAILS. MAX. - ENGTH = T-0" STANDARD TRUSSES SPACED @ 24" O.C. ALTERNATE BRACING DETAIL NOTES SEP 2 2 2015 1)2X4 NO.2 OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 10D NAILS @ 6- O.C. 2 2X4 LEDGER NAILED TO EACH STUD WITH 4-10d NAILS. 3;2X4 STRONGBACK TO BE CONNECTED TO EACH VERT. STUD WITH 2-10d TOE NAILS 4)THE 10d NAILS SPECIFIED FOR LEDGER AND STRONGBACK ARE 10d BOX NAILS (0.131" DIA. X 3.0" LGT) THIS ALTERNATE BRACING DETAIL IS APPLICABLE TO STRUCTURAL GABLE END IF THE FOLLOWING CONDITIONS ARE MET: 1. MAXIMUM HEIGHT OF TRUSS = 8'-6", UNLESS OTHERWISE SPECIFIED BY PROJECT ENG. OR QUALIFIED BUILDING DESIGNER. 2. MAXIMUM PANEL LENGTH ON TOP AND BOT. CHORDS = 7'-0" 3. THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALL BE BRACED @ 4'-0" O.C. MAX. 4. PLEASE CONTACT TRUSS ENGINEER IF THERE ARE ANY QUESTIONS. Q WARMNO • Vm bV dulgn pannmetem and READ NOTES ON T717B AND DOCLVDED M=K REFERENCE PAGE AW 7473 BEFORE VSE, 7777 Greenback Lane Design va/d for use only wllh Wek connaclon; Thh design b bored onN upon parnmalen shown, and h la an 1ndhAdual bu0ding component. _ Suruit Heights, 09 App®wbilly of design pparomenlen and poper Incaporolbn of componanl h responsfbllty of buUding designer • not Iwss designer. Bracing dwvm Citrus Helghta, CA, 9581 h for bterai wpport of IndMduol web member only. Admllanal {emporory brodnp to Insuro slad9ly during eonslruclbn h the rasponslb0lfy of the erecta. Addllbnof permonenl broeing of the overal slruelwe b Iha respomRsllly of the bu0ding designee fcr general guidance regarding tahrtC." qualy control storage, de0very, aectbn and bradng, sroruull ANSI/7PI1 Quaaty CAterla OSB•89 and BCSII Building Component \ �'e'{�('�+ Solely Inlarmoaon avaliabie from truss pbla Instllule, 583 D'onoldo Drive, Modlson. WI 537 iy. M R R _ _ MARCH 12, 2009 WEB BRACING RECOMMENDATIONS 1 ST WEBBRACE l -- _---.__.__..__..______...__----'------.._.___._._.-----_------.- -------- _._.--___... __...__-- _ __...._ . _.... .... CJr (R> MiTek USA, Inc. Page 1 of 1 Ll ;r IL_b MiTek USA. Inc. Bay size shall be measured in between the centers of pairs of diagonals. TYPE MAXIMUM TRUSS WEB FORCE (Ibs.)(See note 7) BRACE 24^_O'C' 48"O.C. 72" O.C. BAY SIZE _ _ _ _ _ _ •OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE . AT APPROX. 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-8d 10'-0" 1610 1886 1886 2829 12'-0" 1342 1572 1572 I+ 2358 3143 I 3143 4715 4715 j 7074 X 3 #3. STD, CONST (SPF, DF, HF, OR SP) 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE 14'-0" 1150 1347 1347 2021 C 16'-0" 1006 1179 I 1179 1768 "I 2358 ( 2358 3536 L 18'-0' 894 1048 1048 1572 —.sbcindustry.com and—tpinst.org 3143 4715 20'-0" 805 943 943 1414 1886 1886 2829 Bay size shall be measured in between the centers of pairs of diagonals. TYPE BRACING MATERIALS GENERALNOTES 1. 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 R INTERSECTS WEB MEMBERS 1 X 4 #2 SRB (DF, HF, SPF) AT APPROX. 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-8d (0.13152.5•) FOR 1 x4 BRACES. 2.104 (0.131%3') FOR 24 and 2x4 BRACES, AND 3-10d (0.131'.3') FOR 2.6 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d (0.131-X2.5) NAILS FOR 1x4 LATERAL BRACES. 2-10d (0.131'4-) NAILS FOR 241 and 2x4 LATERAL BRACES. AND 3.10d (0,131'41) FOR 2x6 LATERAL BRACES. B2 X 3 #3. STD, CONST (SPF, DF, HF, OR SP) 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) DSB-89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND SCSI 1 GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING 8 BRACING OF METAL PLATE CONNECTED WOOD TRUSSES. JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. —.sbcindustry.com and—tpinst.org D 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. g, 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* TRI MR RQANNr: INCT41 14Tinm r:l n— awn PnnnI Ir`.T CGF!`ICIF.A—M 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 root system. The method shown here is just one method that can be used to provide stability against web buckling. CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) March 4, 2013 T -BRACE / I -BRACE DETAIL ST - T -BRACE MiTek USA, Inc. Page 1 of 1 0_0 Note: T -Bracing / I -Bracing to be used when continuous lateral bracing is impractical. T -Brace / I -Brace must cover 90% of web length. �l Note: 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 Nails Nails Web Nails Brace Size for One -Ply Truss T -Brace / I -Brace must be same species and grade (or better) as web member. (') NOTE: If SP webs are used in the truss, 1 x4 or 1 x6 SP braces must be stress rated boards with design values that are equal to (or better) the truss web I -Brace design values. For SP truss lumber grades up to #2 with 1 X_ bracing material, use IND 45 for T-Brace/1-Bra( For SP truss lumber grades up to #1 with 1 X bracing material, use IND 55 for T-Brace/I Bra( Specified Continuous Rows of Lateral Bracing Web Size1 -..-...__.-..... .-..._.__._...._.........._.__...._....__...._... 2 _.. _...... _.._.... 2x3 or 2x4 1 x4 (`) T -Brace j 1 x6 (') T -Brace _.._ 1 x4 (`) I -Brace 2x6 I -Brace 2x6 2 x 8 2 x 8 T_Brace 2x81 -Brace _ - Size !___-----Brace for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Size - 1 2 -..-.....,Web _... 2x3 or 2x4 x 12x4 T -Brace 2 4 I -Brace 2x6 ..-----------------......-..._.._..------...._.._..--- -.......... _--- 2x6 T-Brace2x6 - .... ..__.. _ _ I -Brace -_......_........_.... ... _....__...... 2x8 2x8 T -Brace 2x8 I -Brace T -Brace / I -Brace must be same species and grade (or better) as web member. (') NOTE: If SP webs are used in the truss, 1 x4 or 1 x6 SP braces must be stress rated boards with design values that are equal to (or better) the truss web I -Brace design values. For SP truss lumber grades up to #2 with 1 X_ bracing material, use IND 45 for T-Brace/1-Bra( For SP truss lumber grades up to #1 with 1 X bracing material, use IND 55 for T-Brace/I Bra( JANUARY 1, 2009 6A) O 00 O/J fir-�l MiTek USA, Inc. Nailing Pattern L -Brace size Nail Size Nail Spacing 1x4 or 6 10d 8" o.c. 2x4, 6, or 8 16d Note: Nail along entire length of L -Brace (On Two -Ply's Nail to Both Plies) SWIM Nails L -BRACE DETAIL ST - L -BRACE MiTek USA, Inc. Page 1 of 1 Note: L -Bracing to be used when continuous lateral bracing is impractical. L -brace must cover 90% of web length. Web L -Brace must be same species grade (or better) as web member. "' DIRECT SUBSTITUTION NOT APLICABLE L -Brace Size for One -Ply Truss Specified Continuous Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1x4 _ 2x6 2x6 1x6 2x8 — .2x8 -- -- 2x8 ----- — �„---- ”' DIRECT SUBSTITUTION NOT APLICABLE. "' DIRECT SUBSTITUTION NOT APLICABLE L -Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 2x6 _ 2x6 2x8 2x8 "' DIRECT SUBSTITUTION NOT APLICABLE JANUARY 1, 2009 OCO Uma MiTek USA, Inc. SCAB -BRACE DETAIL 1 ST - SCAB -BRACE MiTek USA, Inc. Page 1 of 1 Note: Scab -Bracing to be used when continuous lateral bracing at midpoint (or T -Brace) is impractical. Scab must cover full length of web +/- 6". THIS DETAIL IS NOT APLICABLE WHEN BRACING IS "' REQUIRED AT 1/3 POINTS OR I -BRACE IS SPECIFIED. APPLY 2x_ SCAB TO ONE FACE OF WEB WITH 2 ROWS 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. SCAB BRACE MAXIMUM WEB AXIAL FORCE= 2500 lbs MAXIMUM WEB LENGTH = 12'-0" 20 MINIMUM WEB SIZE MINIMUM WEB GRADE OF #3 Nails Section Detail Scab -Brace L: i Web Scab -Brace must be same species grade (or better) as web member. FEBRUARY 14, 2012 1 CONVENTIONAL VALLEY FRAMING DETAIL I ST-VALLEYI _.__ti i�._ �.� �0_ MiTek USA, Inc. MiTek USA, Inc. RIDGE BOARD GABLE END. COMMON TRUSS ( SEE NOTE #6) OR GIRDER TRUSS � 1 i POST ( 24" O.C. ) GABLE END, COMMON TRUSS r"LMIN OCIi 1 IVIN GENERAL SPECIFICATIONS 1. WITH BASE TRUSSES ERECTED (INSTALLED), APPLY SHEATHING TO TRUSS MUST BE SHEATHED NOTE: 48" O.C. MAXIMUM POST SPACING TOP CHORD OF SUPPORTING (BASE) TRUSSES. LIVE LOAD = 30 PSF (MAX) 2. BRACE BOTTOM CHORD AND WEB MEMBERS PER TRUSS DESIGNS. \�Y` \, --- 3. DEFINE VALLEY RIDGE BY RUNNING A LEVEL STRING FROM THE INTERSECTING RIDGE OF ASCE 7-98, ASCE 7-02, ASCE 7-05 90 MPH (MW FRS) THE (a.) GABLE END, (b.) GIRDER TRUSS OR (c.) COMMON TRUSS TO THE ROOF SHEATHING. ASCE7-10 115 MPH (MW FRS) 4. INSTALL 2 x 4 VALLEY PLATES. FASTEN TO EACH SUPPORTING TRUSS WITH (2) 16d (3.5"X.131") NAILS. \ 1 VALLEY PLATE ( SEE NOTE #4) POST VALLEY RAFTERS '1 \�;; %/ ( SEE NOTE #8) (SEE NOTE #2)\-• �i �` /% \` - -.... --- -------- ..___ .._._._. PLAN DRAWING POST ( 24" O.C. ) GABLE END, COMMON TRUSS r"LMIN OCIi 1 IVIN GENERAL SPECIFICATIONS 1. WITH BASE TRUSSES ERECTED (INSTALLED), APPLY SHEATHING TO TRUSS MUST BE SHEATHED NOTE: 48" O.C. MAXIMUM POST SPACING TOP CHORD OF SUPPORTING (BASE) TRUSSES. LIVE LOAD = 30 PSF (MAX) 2. BRACE BOTTOM CHORD AND WEB MEMBERS PER TRUSS DESIGNS. DEAD LOAD = 15 PSF (MAX) D.O.L. INC = 1.15 3. DEFINE VALLEY RIDGE BY RUNNING A LEVEL STRING FROM THE INTERSECTING RIDGE OF ASCE 7-98, ASCE 7-02, ASCE 7-05 90 MPH (MW FRS) THE (a.) GABLE END, (b.) GIRDER TRUSS OR (c.) COMMON TRUSS TO THE ROOF SHEATHING. ASCE7-10 115 MPH (MW FRS) 4. INSTALL 2 x 4 VALLEY PLATES. FASTEN TO EACH SUPPORTING TRUSS WITH (2) 16d (3.5"X.131") NAILS. 5. SET 2 x 6 #2 RIDGE BOARD. SUPPORT WITH 2 x4 POSTS SPACED 48" O.C.. BEVEL BOTTOM OF POST TO SET EVENLY ON THE SHEATHING. FASTEN POST TO RIDGE WITH (4) 10d (3" X.131 -)NAILS. FASTEN POST TO ROOF SHEATHING WITH (3) 10d (3" X .131 ")TOE -NAILS. 6. FRAME VALLEY RAFTERS FROM VALLEY PLATE TO RIDGE BOARD. MAXIMUM RAFTER SPACING IS 24" O.C.. FASTEN VALLEY RAFTER TO RIDGE BEAM WITH (3) 16d (3.5" X.131-) TOE -NAILS. FASTEN VALLEY RAFTER TO VALLEY PLATE WITH (3) 16d (3.5" X.131-) TOE -NAILS. 7. SUPPORT THE VALLEY RAFTERS WITH 2 x 4 POSTS 48" O.0 (OR LESS) ALONG EACH RAFTER. INSTALL POSTS IN A STAGGERED PATTERN AS SHOWN ON PLAN DRAWING. ALLIGN POSTS WITH TRUSSES BELOW. FASTEN VALLEY RAFTER TO POST WITH (4) 10d (3" X.131-) NAILS. FASTEN POST THROUGH SHEATHING TO SUPPORTING TRUSS WITH (2) 16d (3.5" X.131') NAILS. 8. POSTS SHALL BE 2 x 4 #2 OR BETTER SPRUCE PINE FIR, DOUG FIR LARCH OR SOUTHERN YELLOW PINE. POSTS EXCEEDING 75" SHALL BE INCREASED TO 4 x 4 OR BE PRE -ASSEMBLED (2) PLY 2 x 4's FASTENED TOGETHER WITH 2 ROWS OF 10d NAILS 6" O.C.. DETAIL FOR COMMON AND ,END JACKS mnisAC -8 40PSF 3/30/2004 PAGE 1 MAX LOADiNU tpsn Alii u. , z-" BRACING MITek Industries, Inc. OTOLL 40.0 les ncrease 1.1s Western Division TCDL 14.0 umber Increase 1.15 TOP CHORD Sheathed, BCLL 0.0 ep Stress Incr YES BOT CHORD Rigid calling directly applied. BCDI, 10.0 MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 SPF 145OF 1.3E LENGTH OF EXTENSION BOT CHORD 2 X 4 SPF 145OF 1.3E AS DESIGN REO'D 20'-0" MAX Nil. SPLICE CAN EITHER BE 3X8 MT20 PLATES OR 22" LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE W/ (.131"X3,(Y MIN) NAILS Q 3" O.C. 2 ROWS 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. i 71111.21-IDILA. PPORT AND CONNECT 01 N BY OTHERS OR 2-18d COMMON WIRE (0.162 -DIA. X 3.5') LGT TOE NAILS SUPPORTS SHALL BE PROVIDED '-0" O.C, ALONG THE EXTENSION OF TOP CHORD. CONN. W!3 16d COMMON WIRE X3.5' LOT) TOENAILS CONN. W2 16d COMMON WIRE B-0-0 B-0.0 X 3.5" LGT) TOENAILS --- EXT. 2-0.0 4-0-0 EXT. EXT. 2-0-0 2-0-0 CONK W/316d COMMON WIRE (0,162"DIA. X 3.6' LGT) TOE NAILS IeN BOTTOM CHORD LENGTH MAY BE 2'-W U -N 3X4 = OR A BEARING BLOCK. CONN. W216d COMMON WIRE(0.162'DIA. X 3.n LGT TOE NAILS OR SEE DETAIL MIIISAC-7 FOR 2.0-0-0-0 PRESSUREBLOCKING INFO. 8 NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. " SEP 0 1 10'._ nk WARMNA • Der(/y deafgn paiametare and READ NOT58 ON 777TS AND DVCLOD88 r47=REMENCA PAOD ?=-7473 B&MRS USE. Design valid lar use only wllh Mflek connectors. This design Is based only upon paramelen shown, and It for an individual bullding component. Applicability of design ppaattonreNers and proper incorporation of component Is responslblWy of bu" designer • not truss designer. Bracing shown Is for $Miami support of IndMdval web members only. Additional temporary bracing to insure siablily during construction Is the respondbBBty of the erector. Addl l permanent bracing of the overall structure Is the responsibfBlr of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erecllon and bracing, consult ANS /rill Quality Criterlo, OSS -11? and SUIT Building Component Salofy, In}armallon available from Truss Pbta Wlllule. 583 D'Onofrb Drive, Madison Vy153719. Suite 109 Carus Helphts, CA, '®® FWA i Te k 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, ONIO NO. C76428 EXP. 12-31-16 .►j. CNIk- � .0F Marcos A. Hernandez, P.E. Senior Engineer Western Engineering Operations JANUARY 1, 2009 2 PLY FLOOR TRUSS FTC CONNECTION DETAIL ST -FTC -CLIP �� II MiTek USA, Inc. MAX. CONCENTRATED LOAD AS PER CHART BELOW 5 9 9 MiTek USA, Inc. Page 1 Of 1 REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES —I MA%. UNIFORM LOAD AS PER CHART BELOW DE F ... \ o-..-_._..._........--.._ri.H .._.. _.. _._-........_.._�.____...'--'--_. ..._..I ... 0 P 0 N FTC32/FTC1 =_.,_� : M L K FTC32-2 I FTC2 USP FLOOR TRUSS CLIPS - FTC SERIES TRUSS SIZE USP STOCK NO. MAX. CONC. LOAD( lb's.) PER CLIP MAX. TRANSFER LOAD ( lb's.) PER CLIP MAX. UNIFORM LOAD (plf) 24" O.C. SPACING SYP / DOUG -FIR SPF SYP /DOUG -FIR SPF. SVP / DOUG -FIR SPF 3 x 2 FTC32 1360 1180 680 590 680 590 (2) 3 x 2 FTC32-2 1360 1180 660 590 680 590 4 x 2 FTC1 1730 1500 865 750 865 750 (2) 4 x 2 FTC2 1730 1500 ( 865 750 865 - — 750 TRUSS USP FASTENER SIZE STOCK NO. SCHEDULE 3 x 2 FTC32 ( 10) 10d x 1.1/2" (2) 3 x 2 FTC32-2 ( 10) 10d x 1.1/2" 4 x 2 FTC1 (10)10d (2)4x2 FTC2 (10)10d 10d x 1-1/2" NAILS ARE 9 GAUGE ( 0.148" DIAMETER) BY 1.1/2" LONG FOLLOW USP INSTALLATION INSTRUCTIONS. USE ALL SPECIFIED FASTENERS. MAX. UNIFORM LOAD (plf) REQUIRES FTC CLIPS TO BE PLACED AT A 24" O.C. MAX. SPACING ALONG THE LOADED CHORD. CIO CD W w , * MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: 1512-073 Fax 916/676-1909 ANDERSON 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: R49225100 thru R49225152 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. Teodosescu, Eduard December 13.2016 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 City PlyANDERSON LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in (loc) I/deft Ud R49225100 1512-073 A01 Common Supported Gable 2 1 U n/r 120 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.04 Job Reference o tional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Tue Dec 13 10:54:16 2016 Page 1 ID:JpnVOzsosYm103GYkiik2AyRZOO-BAsEHDcg POSbD7D_1KW2V7LV 1 x7R W kPSnyuyjEy9P 15 I •2.0 0 13-"I 26-0-0 28-0-0 2-0 0 13-0-0 13-0-0 2-0-0- Scale: -0-0Scale: 1/4-=1' 5x6 = I 5x6 = 11 Plate Offsets (X,Y)— IAH:0-3-0,0-3-01 LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.01 U n/r 120 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.04 Vert(TL) -0.01 U n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 T n/a We BCDL 10.0 Code IBC2012ITP12007 Matrix -SH Weight: 191 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 OF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF Stud/Std G REACTIONS. All bearings 26-0-0. (lb) - Max Horz B=-121(LC 9) Max Uplift All uplift 100 Ib or less at joinl(s) B, V, W, X, Y, Z, AA, AB, AL, AK, AJ, Al, AH, AG, AF, T Max Grav All reactions 250 Ib or less at joint(s) AD, V, W, X. Y, Z, AA, AB, AC, AL, AK, AJ, Al, AH, AG, AF, AE except B=313(LC 1), T=314(LC 1) FORCES, (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIfrPI 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, V, W, X, Y, Z, AA, AB, AL, AK, AJ, At, AH, AG, AF, T. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�pF 1tut70sFy\ C 75435 Call m (P. 03LU0018 / December 13,2016 A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10103/2015 BEFORE USE. .. Oesign valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component. not e 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 end/or chord members only. Additional temporary and permanent bracing MiTek, Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 quality Criteria, DSB-89 and BCSI Building Component 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 City Ply ANDERSON LOADING (psf) SPACING- 2-0-0 R49225101 1512-073 A02 Common 7 1 TC 0.12 Vert(LL) -0.13 H-1 >999 240 MT20 220/195 TCDL 15.0 Job Reference o trona/ bYb I tMb NLUS LUMBtK GV, ANUtKSUN, GA 8.010 s Apr 20 2016 MiTek Industries, Inc. Tue Dec 13 10:54:17 2016 Page i ID:JpnVCizsosYml03GYkilk2AyRZOO-fMPcUZdIAKaSr9nAM22H 1 Ltg7LFUF8NCoceVGgy9P 14 2-a0 I 6.11-4 [ 13-0-0 19-0-12 I 26-0-0 211 0 2-0-0 . 6.11-4 6-0-12 6-0-12 6-11-4 20-0 Scale: 1/4"=1' 5x6 = D . 4x5 i .,.... — 4x5 Ij 8.11-8 8-1-0 8-11.8 Plate Offsets (X,Y)— [B:0-4-0,0-1-12) [F:0-4-0,0-1-121, (1:0-4-0.0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. - DEFL. in (loc) I/deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) -0.13 H-1 >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.44 Vert(TL) -0.30 H-1 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.28 Horz(TL) 0.07 F n/a n/a BCDL 10.0 Code IBC2012rfP12007 Matrix -MSH Weight: 138 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 DF SS 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) B=1310/0-5-8, F=1310/0-5-8 Max Horz B=-121(LC 9) Max Uplift B=-149(LC 8), F=-149(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1958/187, C -D=-1728/203, D -E=-1728/203, E -F=-1958/187 BOT CHORD B -I=-174/1670, H -I=-17/1134, F -H=-53/1670 WEBS D -H=-94/631, E -H=-435/209, D -I=-93/631, C -I=-435/209 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate. grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) B=149, F=149. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 'D D ES� �i EOOs �F2 c� W wP C 75435 �Nc m XI * EXP. 03/31/2018 December 13,2016 AWARNING . Verily design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE MIF7473 rev. 10107/2015 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 e truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPIII 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 brb I tMb rwb Ll1MtltH cV, ANUtKbUN, GA B.UTU 5 Apr 20 2016 MiTek Industries, Inc. Tue Dec 13 10:54:18 2016 Page 1 I D: J pnVQzsosYm iO3GY kil k 2AyRZQO-7Zz7lvd xxe iJ SJ M MwIZW aYQg Ukbd_bQI E G N3o6y9 P 13 6-11-4 I 13-" 19-0-12 I 26-0-0 2-0-0 6-11-4 6-0-12 6-0-12 6-11-4 Scale = 1:46.5 5x6 `— D 4x5 i I..,.. — 4x5 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) -0.13 G -H >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.44 Vert(TL) -0.30 G -H >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.07 F n/a n/a BCDL 10.0 Code IBC2012rrP12007 Matrix -MSH Weight: 133 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 DF SS G TOP CHORD' Structural wood sheathing directly applied or 5.11-5 oc puffins. BOT CHORD 2X4 DF No. 18Blr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) F=1165/0 -5-8,8=1315/G-5-8 Max Horz B=137(LC 8) Max Uplift F=-107(LC 9), B=-149(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1969/188, C -D=-1739/204, D -E=-1757/213, E -F=-1969/198 BOT CHORD B -H=-190/1680, G -H=-34/1143, F -G=-97/1705 WEBS D -G=-103/658, E -G=456/216, D -H=-93/631, C -H=435209 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at Joint(s) except (jt=lb) F=107,8=149. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. o ((rEXP. C 75435 c m 0 13112018 ,r F fi OFCALIW - December 13,2016 .. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MI7EK REFERENCE PAGE Ml1.7473 rev. 10/07/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not�- a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall e ITe k' building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing building 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/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hal tills, CA 95610 Truss Truss Type City Ply ANDERSON849225102 r10— 12.073 A03 Common 5 1 - Job Reference optional brb I tMb rwb Ll1MtltH cV, ANUtKbUN, GA B.UTU 5 Apr 20 2016 MiTek Industries, Inc. Tue Dec 13 10:54:18 2016 Page 1 I D: J pnVQzsosYm iO3GY kil k 2AyRZQO-7Zz7lvd xxe iJ SJ M MwIZW aYQg Ukbd_bQI E G N3o6y9 P 13 6-11-4 I 13-" 19-0-12 I 26-0-0 2-0-0 6-11-4 6-0-12 6-0-12 6-11-4 Scale = 1:46.5 5x6 `— D 4x5 i I..,.. — 4x5 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) -0.13 G -H >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.44 Vert(TL) -0.30 G -H >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.07 F n/a n/a BCDL 10.0 Code IBC2012rrP12007 Matrix -MSH Weight: 133 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 DF SS G TOP CHORD' Structural wood sheathing directly applied or 5.11-5 oc puffins. BOT CHORD 2X4 DF No. 18Blr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) F=1165/0 -5-8,8=1315/G-5-8 Max Horz B=137(LC 8) Max Uplift F=-107(LC 9), B=-149(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1969/188, C -D=-1739/204, D -E=-1757/213, E -F=-1969/198 BOT CHORD B -H=-190/1680, G -H=-34/1143, F -G=-97/1705 WEBS D -G=-103/658, E -G=456/216, D -H=-93/631, C -H=435209 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at Joint(s) except (jt=lb) F=107,8=149. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. o ((rEXP. C 75435 c m 0 13112018 ,r F fi OFCALIW - December 13,2016 .. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MI7EK REFERENCE PAGE Ml1.7473 rev. 10/07/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not�- a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall e ITe k' building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing building 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/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hal tills, CA 95610 Job Truss Truss Type city Ply ANDERSON 1.15 TCDL 15.0 Lumber DOL 1.15 849225103 1512-073 COI ROOF SPECIAL 11 1 Code IBC2012rrPI2007 Weight: 242 Ib FT = 20% BRACING - Job Reference o tional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Tue Dec 13 10:54:19 2016 Page 1 ID:JpnVOzsosYmlO3GYkiik2AyRZOO-bIXNvFeZlxgA4TxZUT416mzy_8tcjuOvTw7cKZy9P 12 1 '1:17-.'0 7-0 1 9-9-13 1 14-0 10 I 22-5.13 I 27-7-1 1 344 0-0 1 5.7-0 4-2-13 4-2.13 8.5-3 5-1.3 6.4-15 5x14 6x8 10.00 F12F 4.00 12 LOADING (psi) SPACING- 2-0-0 TCL 20.0 Plate Grip DOL 1.15 TCDL 15.0 Lumber DOL 1.15 BC LL 0.0 ' Rep Stress Incr YES BC DL 10.0 Code IBC2012rrPI2007 LUMBER - DEFL. in TOP CHORD 2X6 DF SS G BOT CHORD 2x8 DF SS WEBS 2X4 DF Stud/Std G *Except* BC 0.65 E-M,F-L: 2X4 OF No.2 G Scale = 1:83.3 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TC 0.35 Vert(LL) 0.37 M -N >999 240 MT20 220/195 BC 0.65 Vert(TL) -1.22 M -N >336 180 WB 0.91 Horz(TL) 0.97 1 n/a n/a Matrix -MSH Weight: 242 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 74-2 oc bracing. REACTIONS. (Ib/size) 1=1530/0-5-8,A=1530/0-5-8 Max Horz A=426(LC 8) Max Uplift 1=-150(LC 5), A=-82(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-6763/1477, B -C=-7173/1462, C -E=-6060/1096, E -F=-3122!517, F -G=-2618/458, G -H=-3303/408, H -I=-3986/373 BOT CHORD A -O=-1702/6161, N -O=-1742/6346, M -N=-1579/6626, L -M=-842/4412, K -L=-315/3083, J-0-305/3752, I -J=-305/3752 WEBS B -O=-268/111, B -N=0/425, C -M=-1025/440, E -M=-709/3352, G -K=0/402, H -K=-734/151, F -L=-406/2466, E -L=-2703/686, G -L=-839/175 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. 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) Bearing at joint(s) A considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A except (jt=1b) 1=150. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. December 13,2016 ,& WARNING - Vert/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into me overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOWIs always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSO -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexendda, VA22314. Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Qty PlyANDERSON (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 849225104 1512-073 CO1G GABLE 1 1 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.05 Vert(TL) -0.01 Job Reference o tional bTb I CMJ F'LUb LUMCCK l.U, ANUtKbUN, UA tl.UIU 5 Apr Zu ZU16 MI I ex Inoustrles, Inc. I ue Uec 13 10:54:21 Z016 Page 1 ID:JpnVOzsosYml03GYkilk2AyRZ00-Y8f7KxgpEZ4uJn5xbt6DCB2LbyJWB 6CxDcJPRy9P10 17-4-10 I 34-0.0 136-0-0 1 17-4-10 16-7-6 No 10.00 12 4x6 M N O 4.00112 AN AL AK AJ AI AH AG AF AE AD AC AB AA Z AO 6x8 = 3x5 11 3x5 II 3x5 II 3x5 It 3x5 11 3x5 11 3x5 I I 3x5 11 3X5 11 3x5 11 3x5 11 3x5 11 3x5 11 I� O Scale = 1:80.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) -0.00 Y n/r 120 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.05 Vert(TL) -0.01 Y n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 X n/a n/a Gable End Details as applicable, or consult qualified building designer as per ANSIfTPI 1. BCDL 10.0 Code IBC20121TPI2007 Matrix -SH 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. Weight: 261 Ib FT = 20% LUMBER- e\kOFES$/ON will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 9) A plate rating reduction of 20% has been applied for the lumber members. BRACING - green 10) Provide mechanical (by truss to bearing lb �Q�' Q sFN connection others) of plate capable of withstanding 100 uplift at joint(s) A, AM, Z, AA, ti JQ� t AB, AC, AD, AE, AF, AG, AH, AR, A0, AP, AO, AN, AL, AK except (jt=1b) X=117, AT=268, AS=147. TOP CHORD 2X6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x8 DF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: OTHERS 2X4 DF Stud/Std G 6-0-0 oc bracing: AS -AT. REACTIONS. All bearings 34-0-0. (lb) - Max Horz A=425(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) A, AM, Z, AA, AB, AC, AD, AE, AF, AG, AH; AR, AO, AP, AO, AN, AL, AK except X=-117(LC 5), AT=-268(LC 8), AS=-147(LC 15) Max Grav All reactions 250 Ib or less at joint(s) AM, AJ, At, AA, AB, AC, AD, AE, AF, AG, AH, AS, AR, AO, AP, AO, AN, AL, AK except A=307(LC 17), X=337(LC 1), Z=284(LC 1), AT=617(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-424/265 WEBS B -AT= -393/267 NOTES. (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=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) 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 ANSIfTPI 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 e\kOFES$/ON will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 9) A plate rating reduction of 20% has been applied for the lumber members. q T EOD� �F,L green 10) Provide mechanical (by truss to bearing lb �Q�' Q sFN connection others) of plate capable of withstanding 100 uplift at joint(s) A, AM, Z, AA, ti JQ� t AB, AC, AD, AE, AF, AG, AH, AR, A0, AP, AO, AN, AL, AK except (jt=1b) X=117, AT=268, AS=147. o C 75435 n 111 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) AM, X, AJ, Al, Z, AA, AB, AC, AD, AE, AF, W C AG, AH, AT, AS, AR, AO, AP, AO, AN, AL, AK. EXP, 03131!2018 12) WARNING: Engineering is void unless truss Is fabricated by Systems Plus Lumber Co. * December 13,2016 A WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF 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 end 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 i1AiTek- 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 ANSIrrPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Nei hta CA 95610 Job Truss Truss Type Ory Ply ANDERSON ' 849225105 1512-073 CO2 Roof Special Girder 4 4 Job Reference o tional bTb l tMb F'LUb LUMbtK UU, ANutKbUN, UA 5.010 s Apr 20 2016 MiTek Industries, Inc. Tue Dec 13 10:54:23 2016 Page 1 ID:JpnVQzsosYm103GYklik2AyRZ00-UW nulch3mAKcZ4FKJ19hHc7bdlD4fm000X5gTKy9P i_ I49..7 12-0-0 1374-10I 21-0-0 I25.3.I 9-213 i ��336-00--0.0 4-9- 3.11.7 3.1 3-0-0 .10 10 A-0 - 2.1 12x14 G 3x4 4.00 U2- 10.00 12 48 // H 3x4 AS I 4x10' // F 3x4 3x5 // J 4x8 // E CD Fil R AC Q AD P D N M $X8 12x14 = 6x8 = 4x5 = 3x5 II 4x5 // 8x18 4 U 8x8 /i 4x5 = .. B 4x5 5X14 V rj A 20 II 8.00 F12 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid TCLL 20.0 Plate Grip DOL 1.15 TC 0.50 Vert(LL) -0.38 T >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.75 Vert(TL) -1.15 T >354 180 BCLL 0.0 Rep Stress Incr NO WB 0.63 Horz(TL) 0.89 K n/a n/a BCDL 10.0 Code IBC2012ITP12007 Matrix -MSH LUMBER- BRACING - TOP CHORD 2X6 OF SS G TOP CHORD BOT CHORD 2x8 OF SS BOT CHORD WEBS 2X4 DF Stud/Std G 'Except' F-R,G-Q: 2X4 DF No.2 G, E -T: 2x8 DF SS REACTIONS. (Ib/size) A=5859/0-5-8, K=3724/0-5-8 Max Horz A=415(LC 8) Max Uplift A=-855(LC 8), K=-625(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-23791/4472, B -C=-27622/5104, C -E=-25413/4646, E -F=-20786/3749, F -G=-12056/2188, G -H=-9472/1753, H -I=-9785/1687, I -J=-10369/1670, J -K=-10208/1552 BOT CHORD A -V=-4325/20890, U -V=-4433/21455, T -U=-4947/25278, R -T=-4150/22049, R -S=-120/812, Q -R=-2883/15842, P -Q=-1504/9223, N -P=-1524/9836, M -N=-1421/9650, K -M=-1421/9650 WEBS B -V= -1410/335,8 -U= -547/3629,C -U= -224/381,F -R= -2063/11219,F -Q=-8915/1740, G -Q= -1852/10243,H -Q=-361/175, H -P= -20/337,1 -P= -758/147,1 -N= -7/277,J -N=-111/357, S -T=-626/3058, E -S=-809/4026, C -T=-2299/764, E -R=-4195/857 Scale = 1:86.0 PLATES GRIP MT20 220/195 Weight: 1050 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- (11) 1) 4 -ply truss to be connected together with 1 Od (0.131'x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member Q -G 2x4 - 1 row at 0.4-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Attach TC w/ 1/2" diam. bolts (ASTM A-307) in the center of the member w/washers at 4-0-0 oc. Attach BC w/ 1/2" diam. bolts (ASTM A-307) in the center of the member w/washers at 4-0-0 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; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Bearing at joint(s) A considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) A=855, K=625. oQ�OFESS/pN� TEOD �F2 C� wP C 75435 �`in Of `* EXP. 03/31/2018 December 13,2016 ,& WARNING - Verily design paramoten and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 10/03/2015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall W1 building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOWIs 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 ANSIlrPII 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,A 95610 Job ' Truss Truss Type Qty Ply ANDERSON 849225105 1512-073 CO2 Roof Special Girder 4 4 Job Reference (optional) JTb I LMS PLUS LUMbLK GU, ANULKSUN, GA 6.UlU S Apr 20 2016 MITek Industries, Inc. Tue Dec 13 10:54:23 2016 Page 2 ID:JpnVQzsosYm103GYklik2AyRZQO-U Wnulch3mAKcZ4FKJ19hHc7bdlD4fm000X5gTKy9P 1_ NOTES- (11) 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 343 Ib down and 46 Ib up at 12-0-0, 343 Ib down and 46 Ib up at 14-2-0, and 343 Ib down and 46 Ib up at 16-0-12, and 2133 Ib down and 472 Ib up at 17-6-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) 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: G -AB= -60, G -L=-60, R -W=-20, K -R=-20 Concentrated Loads (lb) Vert: R= -343(B) T=-343(8) AC= -343(B) AD= -2133(B) Trapezoidal Loads (plf) Vert: A= -350(F= -290) -to -F= -273(F=-213), F= -73(F= -13) -to -AB= -70(F=-10) A WARNING - Verify design Parameters end READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not�- a truss system. Before use. the building designer must 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 uMire 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 ANSIRPII 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 Cit I h CA 95610 Job Truss Truss Type Oty Ply ANDERSON BOT CHORD 7-10.4 Plate Offsets (X,Y)— (B:0-4-10,0-2-31 2X4 OF Stud/Std G 849225106 1512-073 CO3 Jack -Closed 10 1 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Job Reference (optional) OTOI GMO rLUO LUMnCK l.U, ANUCKOUN, GA B.V1U S Apr ZV ZU 15 MI Iek Industries, Inc. TUB Dec 13 10:54:23 2016 Pagel ID:JpnVOzsosYmiO3GYkilk2AyRZ00-UW nulch3mAKcZ4FKjl9hHc7c2llNfpTUOX5gTKy9P 1 _ l -2:'-08-4-8 I 16-2-12 2-0-0 8.4-8 7-10-4 Scale = 1:32.7 D 20 II E 3x5 = LUMBER- 8-4-B TOP CHORD 2X6 DF SS G TOP CHORD BOT CHORD 7-10.4 Plate Offsets (X,Y)— (B:0-4-10,0-2-31 2X4 OF Stud/Std G BOT CHORD WEBS REACTIONS. LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.07 E -F >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.41 Vert(TL) -0.24 E -F >805 180 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) -0.03 B n/a n/a BCDL 10.0 Code IBC2012fTP12007 Matrix -MSH Weight: 84 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 DF SS G TOP CHORD BOT CHORD 2X4 OF No.1 &Btr G WEBS 2X4 OF Stud/Std G BOT CHORD WEBS REACTIONS. (Ib/size) B=876/0-5-8, E=712/Mechanical Max Holz E=235(LC 7) Max Uplift B=-171(LC 4), E=-122(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1270/152 BOT CHORD B -F=-57/1156, E -F=-57/1156 WEBS C -F=0/346, C -E=-1219/242 , Structural wood sheathing directly applied or 6-0-0 oc purilns, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt C -E 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) 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 01=1b) B=171, E=122. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�kpFESSlpN\ EOp06< LU C`75435 �rn EXP. 03131/2018 December 13,2016 A WARNING - Van& design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. IGM3,2015 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 bradng MIT®k• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Helahts. CA 95610 Job Truss Truss Type Qty Ply ANDERSON b -1-J 4-1-L '".1"Plate Offsets (X,Y)— [A:0-7-14,0-0-41 (E:0-2-0,0-1-81.(F:0-4-10,0-3-01,fl:0-6-1,0-1-11],[1:0-1-12 849225107 1512-073 C04 ROOF SPECIAL 1 1 SPACING- 2-0-0 CSI. DEFL. Job Reference o tions/ SYSTEMS PLUS LUMBER W. ANDERSON, CA 6.010 S Apr 20 2016 MiTek Industries, Inc. Tue Dec 13 10:54:24 2016 Page 1 ID:JpnVQzsosYm103GYkiik2AyRZOO-yJLGyyIiXUTTAEgWHOgwppgpS9buO9yedBgN my9POz 94--29-3 4-2-13 J73.44--100 I 25513 ,J 6-4-15 ,-057.0 13 1-3 Scale = 1:83.3 6x8 10.00 F12 F 4.00 L12 BCDL 10.0 Code IBC2012/TP12007 Matrix -MSH LUMBER- BRACING. TOP CHORD 2X6 OF SS G TOP CHORD BOT CHORD 2x8 OF SS BOT CHORD WEBS 2X4 OF Stud/Std G `Except E -N: 2X4 DF No.2 G WEDGE Right: 2x6 OF No.2 -G REACTIONS. (Ib/size) A=1390/0-5-8, 1=1810/0-5-8 Max Horz A=415(LC 8) Max Uplift A=-76(LC 8), 1=-237(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-6076/1410, B -C=-6287/1377, C -E=-5138/1009, E -F=-2541/468, F -G=-2134/417, G -H=-2444/344, H -I=-1875/220 BOT CHORD A -P=-1629/5651, O -P=-1667/5818, N -O=-1488/5967, M -N=-767/3814, L -M=-244/2292, K -L= -154/1682,1-K=-154/1682 WEBS B-0=0/280, C -O=-25/257, C -N=-1035/441, E -N=-662/3018, E -M=-2458/651, F -M=-362/1954, G -M=-069/127, H -L=-97/659, H -K=-490/130 Weight: 250 Ib FT = 20% Structural wood sheathing directly applied or 3-2-5 oc purlins. Rigid ceiling directly applied or 7-6-2 oc bracing. 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. 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 nonconcurent 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. Q ,OFESS/ON 5) A plate rating reduction of 20% has been applied for the green lumber members. Q q� 6) Bearing at joint(s) A considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity Q� Q T EODO R capacity of bearing surface. ti QQ S'F 26' 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A except (jt=lb)O C 75435 M 1=237. W C rn 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. EXP. 03/31/2018 s V 11 TFOF CANE December 13,2016 ,& WARNING - Verfly, design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shcwn, and Is for an Individual building component, not �- e 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• building required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, OSB -09 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 H 1 hts CA 85610 c J -f -V 4_L -1J 4 -L -1J 3.4-U T1 -J b -1-J 4-1-L '".1"Plate Offsets (X,Y)— [A:0-7-14,0-0-41 (E:0-2-0,0-1-81.(F:0-4-10,0-3-01,fl:0-6-1,0-1-11],[1:0-1-12 2-6-0] [N:0-7-0,0-6-4)' LOADING (ps0 SPACING- 2-0-0 CSI. DEFL. in (loc). I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) 0.32 0 >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.58 Vert(TL) -0.98 N-0 >416 180 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.76 1 n/a n/a BCDL 10.0 Code IBC2012/TP12007 Matrix -MSH LUMBER- BRACING. TOP CHORD 2X6 OF SS G TOP CHORD BOT CHORD 2x8 OF SS BOT CHORD WEBS 2X4 OF Stud/Std G `Except E -N: 2X4 DF No.2 G WEDGE Right: 2x6 OF No.2 -G REACTIONS. (Ib/size) A=1390/0-5-8, 1=1810/0-5-8 Max Horz A=415(LC 8) Max Uplift A=-76(LC 8), 1=-237(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-6076/1410, B -C=-6287/1377, C -E=-5138/1009, E -F=-2541/468, F -G=-2134/417, G -H=-2444/344, H -I=-1875/220 BOT CHORD A -P=-1629/5651, O -P=-1667/5818, N -O=-1488/5967, M -N=-767/3814, L -M=-244/2292, K -L= -154/1682,1-K=-154/1682 WEBS B-0=0/280, C -O=-25/257, C -N=-1035/441, E -N=-662/3018, E -M=-2458/651, F -M=-362/1954, G -M=-069/127, H -L=-97/659, H -K=-490/130 Weight: 250 Ib FT = 20% Structural wood sheathing directly applied or 3-2-5 oc purlins. Rigid ceiling directly applied or 7-6-2 oc bracing. 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. 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 nonconcurent 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. Q ,OFESS/ON 5) A plate rating reduction of 20% has been applied for the green lumber members. Q q� 6) Bearing at joint(s) A considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity Q� Q T EODO R capacity of bearing surface. ti QQ S'F 26' 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A except (jt=lb)O C 75435 M 1=237. W C rn 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. EXP. 03/31/2018 s V 11 TFOF CANE December 13,2016 ,& WARNING - Verfly, design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shcwn, and Is for an Individual building component, not �- e 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• building required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, OSB -09 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 H 1 hts CA 85610 c Job Truss Truss Type Qty PlyANDERSON A� (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 849225108 1512-073 C05G GABLE 1 1 120 TCDL 15.0 Lumber DOL 1.15 BC " 0.05 Vert(TL) Job Reference (optional) SYS I tMS PLUS LUMBER CO, ANDERSON, GA 8.010 s Apr 20 2016 MiTek Industries. Inc. Tue Dec 13 10:54:26 2016 Page 1 I D:JpnVQzsosYml03GYkiik2AyRZQO-u5SONeky25JAQYzvORIOvEICKzQhsFLx4 VJU3tygPOx I 17.410 1 34-0-0 136-0-01 _ 17.4-10 16-7-6 2-0-0 4x6 M N 0 4.00112 I AN AL AK AJ AI AH AG AF AE AD AC AB AA Z AO 6x8 = 3x5 II 3x5 II 3x5 II 3x5 11 3x5 11 3x5 11 3x5 I I 3x5 11 3X5 11 3x5 11 3x5 11 36 11 3x5 II LOADING (psf) SPACING- 4x8 i CSI. DEFL. A� 4x6 M N 0 4.00112 I AN AL AK AJ AI AH AG AF AE AD AC AB AA Z AO 6x8 = 3x5 II 3x5 II 3x5 II 3x5 11 3x5 11 3x5 11 3x5 I I 3x5 11 3X5 11 3x5 11 3x5 11 36 11 3x5 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) -0.00 Y n/r 120 TCDL 15.0 Lumber DOL 1.15 BC " 0.05 Vert(TL) -0.01 Y n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 X n/a n/a BCDL 10.0 Code IBC2012/TP12007 Matrix -SH LUMBER- BRACING - Scale c 1:80.0 PLATES GRIP MT20 220/195 Weight: 261 Ib FT = 20% TOP CHORD 2X6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x8 DF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: OTHERS 2X4 DF Stud/Std G 6-0-0 oc bracing: AS -AT. REACTIONS. All bearings 34-0-0. (lb) - Max Hoa A=425(LC 8) Max Uplift All uplift 100 Ib or less at joints) A, AM, Z, AA, AB, AC, AD, AE, AF, AG, AH, AR, AQ, AP, AO, AN, AL, AK except X=-117(LC 5), AT=-268(LC 8), AS=-147(LC 15) Max Grav All reactions 250 Ib or less at joint(s) AM, AJ, At, AA, AB, AC, AD, AE, AF, AG; AH, AS, AR, AQ, AP, AO, AN, AL, AK except A=307(LC 17), X=337(LC 1), Z=284(LC 1), AT=617(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-424/265 WEBS B -AT= -393/267 NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 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) 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 ANSUTPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, AM, Z, AA, AB, AC, AD, AE, AF, AG, AH, AR, AQ, AP, AO, AN, AL, AK except (jt=1b) X=117, AT=268, AS=147. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) AM, X, AJ, At, Z, AA, AB, AC, AD, AE, AF, AG, AH, AT, AS, AR, AQ, AP, AO, AN, AL, AK. 12) WARNING: Engineering Is void unless truss is fabricated by Systems Plus Lumber Co. /Q,?,I ESS/pN\ T EOpps �F2c wP C 75435 �Nc m * EXP. 03/3112018 December 13,2016 ,& WARNING - Vorlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not �- e 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 s 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 ANSUrPI1 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 M 95610 Job Truss Truss Type City Ply ANDERSON I/def L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 R49225109 1512-073 E01 Common 1 1 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.18 Vert(TL) -0.06 Job Reference o !tonal OTO I CMJ r`LUA LUMOCK UU, ANUCKJUIV, UA d.U1U s Apr LU 2u16 MI I eK Industries, Inc. I ue U8c 13 1U:54:27 2Ulb Page 1 ID:JpnVOzsosYm103GYkilk2AyRZ00-MHOOa kapPr111Y5y8DdRSIN3Nkpbi84J931b5y9POw l 5-0-0 10-M 5-0-0 5.0.0 A 2.50 12 4x5 II B 3x4 = 3x4 = Scale = 1:18.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) ' -0.02 0 >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.18 Vert(TL) -0.06 D -G >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.01 C n/a n/a BCDL 10.0 Code IBC2012rrPI2007 Matrix -MSH Weight: 37 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 OF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 OF Stud/Std G REACTIONS. (Ib/size) A=450/0-7-8, C=450/0-7-8 Max Horz A=17(LC 8) Max Uplift A=-49(LC 4), C=-49(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-1055/85, B -C=-1055/85 BOT CHORD A -D=-63/1019, C -D=-63/1019 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, C. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�pF ESS/pN 1 EODco �F2c wPUJIC 75435 C= rn Of M * EXP. 03/3112018 */ December 13,2016 A WARNING - Verfry design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not e 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 andlor chord members only. Additional temporary and permanent bracing M iT®k• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 dually Criteria, OSB -89 and SCSI Building Component 7777 Greenback Lane Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Helahls. CA 95610 Job Truss Truss Type City Ply ANDERSON Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 R49225110 1512-073 E02 Common 5 1 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.15 Vert(TL) -0.05 Job Reference optional OTO I CMJ r•LUO LUMCCK UU, ANUCKJUN, GA. 6A10 S Apr 2U Z016 MITek Industries, Inc. Tue Dec 13 10:54:27 2016 Page 1 ID:JpnVQzsosYmiO3GYkiik2AyRZ00-MHOOa kapPr11iY5y8DdRSINJNkIbiB4J93lb5y9POw -2-0-0i Sao I 10-80 I 12-0.0 z o-0 -0-05-0.0 2-0-0 A 2.50 12 4x5 II C 3x5 = "" — 2x4 11 J%4 — 3x5 = Scale = 1:25.5 li LOADING (psi) SPACING- 2-0-0 CSI, DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.01 F >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.15 Vert(TL) -0.05 F >999 180 - BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.01 D n/a n/a BCDL 10.0 Code IBC2012/TP12007 Matrix -MSH Weight: 45 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 OF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) B=590/0-7-8, D=590/0-7-8 Max Horz B=28(LC 4) Max Uplift B=-130(LC 4), D=-130(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-917/50, C -D=-917/49 BOT CHORD B -F=-23/879, D -F=-23/879 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 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. 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=130, D=130. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. OQ\kOFESS/0,�,� TEODO �F2 w C 75435 sC m * EXP, 03/3112018 * / December 13,2016 AWARNING - Verffy design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown. and is for an Individual building component. not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANSITTPII 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 PlyANDERSON 849225111 1512-073 E03 Common 1 1 Job Reference o tional 5Yb I tM5 PLUS LUMtltK U17, ANUtKSUN, GA tI.U10 S Apr 20 ZU16 Mi Tax Industries, Inc. TUB Dec 13 10:54:26 2016 Page 1 ID:JpnVQzsosYmiO3GYklik2AyRZQO-rUanoKICaizufr7HWsks frYnm46K9PEYpob7Xy9POv 2-0-0 5.0.0 4x5 II 2.50 12 • c 3x5 = zxn It . 3x5 = Scale = 1:21.9 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.09 Vert(LL) -0.02 E >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.18 Vert(TL) -0.06 E -H >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.01 D n/a n/a BCDL 10.0 Code IBC2012lrP12007 Matrix -MSH Weight: 41 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 OF SS 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) D=437/0-7-8, B=603/0-7-8 Max Horz B=35(LC 4) Max Uplift D=-47(LC 5), B=-131(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-988/80, C -D=-984/72 BOT CHORD B -E=-43/949, D -E=-43/949 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed fora 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) B=131. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. QRpFESS1 Q�� p IE q�F2 W C 75435C M * P. 0313112018 Vll �P December 13,2016 ,& 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 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 MiT®k• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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 H I Ms. CA 95610 Job Truss Truss Type Oty Ply ' 4-10-7 ' LOADING (pso SPACING- 2-0-0 CSI. �ANDERSON 849225112 1512-073 E04 Common 2 1 TCLL 20.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.01 E Job Reference optional JI J I OVIJ r-LVJ LV wIVCR V V, NIVUC RJVIV, l•A d.ulu S Apr Zu Zulb ml I ex Industries, Inc. I ue Uec 13 1u:54:Z9 Zu16 Page 1 ID:JpnVOzsosYm103GYkilk2AyRZ00-Jg897gmgLO51H71U3ZFSWtN]pAPz3cW NmTY8gy9POu 5-0-0 1 9.10-7 2-0-0 5-0.0 4-10.7 4x5 II 2.50 12 , C 3x6 = 2x4 II 3x6 = Scale a 1:21.7 Plate Offsets (X,Y)- . (B:0-4-2,0-0-41 [D:0-1-5 Edgel 5-0-0 - 4-10-7 ' LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.01 E >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC •0.14 Vert(TL) -0.05 E >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(TL) 0.01 D n/a n/a BCDL 10.0. Code IBC2012/TPI2007 Matrix -MSH Weight: 48 Ib .. FT = 20% LUMBER- BRACING - TOP CHORD 2X6 DF SS 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) D=430/Mechanical, 8=598/0-7-8 Max Horz B=36(LC 4) Max Uplift D=-46(LC 5), B=-132(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1041/84, C -D=-1040/78 BOT CHORD B -E=-48/1010, D -E=-48/1010 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=25fl; 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 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) D except (jt=1b) 8=132. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. oQROFESS/ONq TEOpCO pslF2 wP C 75435 �`nc m rEKEA3112018 s gTFOFCAIL-0 December 13,2016 AWARNING - Verily design para me ten and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIA7473 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 e 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 ANSITTPII 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 CiliviiHollthis. CA 95610 Job Truss Truss Type Ory Ply ANDERSON SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud R49225113 1512-073 F01 Floor Supported Gable 1 1 n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 R Q P Job Reference o tional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 0�8 , A B T S 3x4 = C D E Plate Offsets (X,Y)— 1J:0-1-8,Edge] [U:0-1-8,0-1-0] N:0-1-8,0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.07 Vert(LL) fila n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 R Q P o.Ulu s Apr Zu lino MI I eK Inauslnes, Inc. I ue uec 13 lv:b4:3U 2016 Pagel I D:Jp nVQzsosYm iO3GYkf i k2AyRZ00-nsiXDOn S6KDcu9HgdG nK34wuaa n Foo UW 17 HhCQy9 POt 0148 Scale = 1:19.7 F G H I J V 0 O N M L K 3x4 = 12-0-0 Plate Offsets (X,Y)— 1J:0-1-8,Edge] [U:0-1-8,0-1-0] N:0-1-8,0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.07 Vert(LL) fila n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 K n/a- n/a BCDL 5.0 Code IBC2012rrP12007 Matrix -SH Weight: 44 Ib FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2X4 DF No.t&Btr G(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2X4 DF No.1 &Bir G(flat) except end verticals. WEBS 2X4 DF Stud/Std G(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF Stud/Std G(flat) REACTIONS. All bearings 12-0-0. (lb) - Max Grav All reactions 250 Ib or less at joint(s) T, K, S. R. Q, P. 0, N, M, L FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (7) 1) All plates are 2x4 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Qt?,OFESS/pN �� EOp�s�F2c �Q�Qi wC 75435 c M EXP. 0313112018 r �TFC�CAl1F� December 13,2016 AQ, WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI}7473 rev. 1010312015 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 e 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 andlor chord members only. Additional temporary and permanent bracing MiT®k• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSIrrP11 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 I I 95610 Job Truss Truss Type oty Ply ANDERSON PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.16 849225114 1512-073 F02 Floor 1 1 BC 0.31 Vert(TL) -0.17 H-1 >940 240 BCLL 0.0 Rep Stress Incr Job Reference o ttonal JT J 1 CMJ r-LUD LUMOCK UU, AINUCKJUIN, t A 0-1-8 H 2.6.0 I 1 2x4 II 2x4 = A 3x6 = B t5.VI V S Apr zu ZUIb MI I eK IneuStnes, Inc. I ue U8c 13 10:54:30 2016 Pagel I D:JpnVOzsosYmiO3GYkilk2AyRZ00-nsiXDOnS6KDcu9HgdGnK34wt5a)To?vW?7HhCOy9POt I 0-7-8 I 1 1$'4 I ode Scale - 1:21.7 2X4 II 2x4 It C D 3x4 = E 3x6 = F 2x4 I I 2x4 = G 3x6 = 3x4 = 2X4 II 3x8 = 3x6 = N o 0 LOADING (pso SPACING- 1-4-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.16 Vert(LL) -0.09 I -J >999 360 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.31 Vert(TL) -0.17 H-1 >940 240 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.03 H n/a We BCDL 5.0 Code IBC2012/TP12007 Matrix -SH Weight: 59 Ib FT = 20%F, 11 %E LUMBER- BRACING - TOP CHORD 2X4 DF No. t&Btr G(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2X4 DF No.1&Btr G(flat) except end verticals. WEBS 2X4 DF Stud/Std G(flat) ' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) L=470/0-6-0, H=470/0-5-8 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1743/0, C -D=-1743/0, D -E=-1741/0, E -F=-1741/0 BOT CHORD K -L=0/1179, J -K=0/1743, I -J=0/1743, H-1=0/1176 WEBS F -H=-1233/0, B -L=-1236/0, F-1=0/596, B -K=0/608 NOTES- (4) 1) Unbalanced floor live loads have been considered for this design. 1 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 1 CUQOs��$\ C 75435 c m EXP. 03/31/2018 w, December 13,2016 A WARNING - ii design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. ot Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not e 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 systems, see ANSIrrPl1 Quality Criteria, DSB-89 and BCSI Building Component - 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hel his, CA 95610 Job Truss Truss Type Qty Ply ANDERSON CSI. DEFL. in (loc) I/deb L/d PLATES GRIP 849225115 1512-073 F03 Floor 1 1 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.47 Vert(TL) -0.25 Job Reference o tionel SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Tue Dec 13 10:54:31 2016 Page 1 ID:JpnVQzsosYm103GYkiik2AyRZQO-F3GvQLn5tdLTWJssB_IZcISOm OAXRIgEnlFksy9POs 0-1.8 - H 26-0- 1� 1 12 01118 scale: 1/2"=1' 2x4 I I 2x4 = A 3x6 = 3x8 = 2x4 II 3x4 = B C D 2x4 II 3x8 = E F 2x4 II 2x4 = G 3x5 = 2.4 II 3x8 = 14.6-4 14-64 3x6 = N Id Plate Offsets (X,Y)— [C:0-1-8,Edgel, [D:0-1-8,Edgel, [G:0-1-8,Edgel, fJ:0-1-8,0-0-01 [K:0-1-8,Edge], [M:0-1-8,0-1-01 [N:0-1-8,0-1-01 LOADING (pso SPACING- 1-4-0 CSI. DEFL. in (loc) I/deb L/d PLATES GRIP - TCLL 40.0 Plate Grip DOL 1.00 TC 0.29 Vert(LL) -0.15 I -J >999 360 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.47 Vert(TL) -0.25 I -J >679 240 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.04 H n/a n/a BCDL 5.0 Code IBC2012rrP12007 Matrix -SH Weight: 63 Ib FT = 20%F, 11%E • LUMBER- BRACING - TOP CHORD 2X4 OF No.t&Btr G(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2X4 DF No.1&Btr G(flat) except end verticals. WEBS 2X4 OF Stud/Std G(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) L=519/0 -6-0,H=519/0-5-8 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-2080/0, C -D=-2080/0, D -E=-2057/0, E -F=-2057/0 BOT CHORD K -L=0/1327, J -K=0/2080, I -J=0/2080, H-1=0/1321 WEBS F -H=-1385/0, B -L=-1392/0, F-1=0/777, S -K=0/810, D-1=-308/196 NOTES- . (4) 1) Unbalanced floor live loads have been considered for this design. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Qt�kpFESS/ON �Q�QQ0 1E0 F2c w C 75435 `PuJ� * EXP. 03/31/2018 0 CAL) December 13,2016 ,& WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/20/5 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component. not�- a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall R building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - ty1IT®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 - ANSIrrP11 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 - Citru s A 95810 Job Truss Truss Type Qty Ply ANDERSON PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.23 R49225116 1512-073 F04 Floor • . 1 1 BC 0.43 ' - J -K >670 240 BCLL 0.0 Rep Stress Incr Job Reference optional SYCi I EMS HLU5 LUMBER CU, ANUEH5UN, CA 0-1-8 H 2-6-0 � 2.4 II 2x4 = A 3x6 = 3x8 = B 8.010 s Apr 20 2016 MiTek Industries, Inc. Tue Dec 13 10:54:31 2016 Page 1 ID:JpnVQzsosYmiO3GYkiik2AyRZ00-F3GvQLn5tdLTWJssB IZclS1q_1rXRIgEn1Fksy9POs i 1.4-4 Scale = 1:25.3 x 2x4 11 30 = 30 = - 2x4 II 3x8 = 2x4 II C D E F G H 3x8 2x4 ,11 2x4 11 3x8 = 3x5 = LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.23 Vert(LL) - -0.15 J -K >999 360 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.43 Vert(TL) -0.27 - J -K >670 240 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.04 1 n/a n/a BCDL 5.0 Code IBC2012ITP12007 Matrix -SH Weight: 68 Ib FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2X4 DF No.18Btr G(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 OF No. 18Blf G(flat) except end verticals. WEBS 2X4 OF Stud/Std G(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) N=547/0-6-0, 1=552/Mechanical FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-2190/0, C -D=-2190/0, D -E=-2386/0, E -F=-2202/0, F -G=-2202/0 BOT CHORD M -N=0/1409, L -M=0/2386, K -L=0/2386, J-00/2386, I -J=0/1381 WEBS G -I=-1458/0, B -N=-1479/0, G -J=0/867. B -M=0/824, E -J=-367/86, D -M=-372/66 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) Refer to girder(s) for truss to truss connections. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Old (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) WARNING: Engineering is void unless truss Is fabricated by Systems Plus Lumber Co. Luw' 06435 "c m Of ;D * EXP. 03/3112018 OFCALW December 13,2016 AWARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11110.7473 rov. 10/032016 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 iYl Is always required for stability and to prevent collapse with possible personal injurl and property damage. For general guidance regarding the �AAiT®k' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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 ANDERSON LOADING (psi) SPACING- 1-4-0 CSI. R49225117 1512-073 FOS FLOOR 11 1 TC 0.23 Vert(LL) -0.18 K >999 360 MT20 220/195 TCDL 10.0 Job Reference o tional bYb 1 tMb t'LUb LUMtitK L;U, ANUtHbUN, L;A 0-1-8 Fi 1 2-6-0 2x4 it 2x4 = A 3x8 = B 6.1.111.1 S Apr 20 2016 Mile" IIex Industries, Inc. Tue Uec 13 10:54:32 2016 Pagel ID:JpnVQzsosYm103GYkiik2AyRZQO-J FpHehoJexTK8TR31hpo8V7CWONrGttpTRmoGly9POr 2-1-8 Iii ' scale=1:zs.s 20 II 3x4 = 3x4 = 2x4 II 3x8 = 20 II c D E F G H 3x6 = 4x8 = 2x4 II 2x4 II . 4x8 = 3x6 = ,a ln, r 1W-V-I-V.Co40I, IC•V-I-4.C4401, In.V- I-OCu4VI IM -I-O V -V -VI IL.V'I-O,CV4VI IU.4-I-ov-I-VI LOADING (psi) SPACING- 1-4-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.23 Vert(LL) -0.18 K >999 360 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.45 Vert(TL) -0.32 K >597 240 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.05 1 n/a n/a BCDL 5.0 Code IBC2012/TP12007 Matrix -SH Weight: 71 Ib FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2X4 DF No.t&Btr G(flat) except end verticals. WEBS 2X4 DF Stud/Std G(8al) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) N=576/0-5-8, 1=580/0-7-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2370/0, C -D=-2370/0, D -E=-2651/0, E -F=-2366/0, F -G=-2366/0 BOT CHORD M -N=0/1492, L -M=0/2651, K -L=0/2651, J -K=0/2651, I -J=0/1464 WEBS G -I=-1545/0, B -N=-1566/0, G -J=0/952, B -M=0/926, E -J=-464/45, D -M=-460/46 NOTES- (5) 1) Unbalanced Floor live loads have been considered for this design. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. QROFESS/p , i E OpC`ts��c2 c, wP C 75435 �Nc * EXP. 03/31/2018 OF CAl1F� December 13,2016 ,& WARNING - Verily design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI}7473 rev. 10/0312013 BEFORE USE. ■ Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �- a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/a 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/rPit quality Criteria, 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. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Oty PlyANDERSON (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.37 849225118 1512-073 F06 FLOOR GIRDER 1 1 BC 0.58 Vert(TL) -0.38 M >501 240 4) CAUTION, Do not erect truss backwards. BCLL 0.0 Rep Stress Incr Job Reference o tional bY51 tMb f'LUb LUMBtK GU, ANUt K5UN, GA 0-1.8 H , 2.6-9 I 2x4 I I 2x4 = A 300 = 8 8.010 s Apr 20 2016 MITek Industries, Inc. Tue Dec 13 10:54:33 2016 Page 1 ID:JpnVOzsosYmj03GYkiik2AyRZ00-BRNgrt pLPFbBldOF IPK1 h)YL4ng 17J6zh5WMply9POq 1 0-10-14 1 1-4 2 S to = 1:26.5 2x4 II 3x4 = 2x4 11 3x8 = C D E F 3x4 11 5x8 = G H e d 3x8 = 2x4 II 3x10 = 2x4 II 3x4 = 2x4 11 504 = 3x4 11 LOADING (pso SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.37 Vert(LL) -0.22 M >879 360 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.58 Vert(TL) -0.38 M >501 240 4) CAUTION, Do not erect truss backwards. BCLL 0.0 Rep Stress Incr NO WB 0.55 Horz(TL) 0.06 1 n/a n/a BCDL 5.0 Code IBC2012rrP12007 Matrix -SH 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00PR Weight: 73 Ib FT = 20%F, 11%E LUMBER- � q �� Q 1E0p0 lF2 Concentrated Loads (Ib) BRACING - Vert: G= -595(F) TOP CHORD 2X4 OF No. 1&Btr G(flat) w C75435 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 DF No.t&Btr G(flat) EXR 03/31/2018 * except end verticals. WEBS 2X4 DF Stud/Std G(flal) *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. H -J: 2X4 OF No.2 G(flat) REACTIONS. (Ib/size) 1=1117/0-7-8,P=633/0-3-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD H -I=-1109/0, B -C=-2744/0, C -D=-2744/0, D -E=-3197/0, E -F=-3197/0, G -H=-1957/0 BOT CHORD O -P=0/1718, N-0=0/1718, M -N=0/3197, L -M=0/3197, K -L=0/2882, J -K=0/2882 WEBS G -J=-747/0, B -P=-1799/0, F -J=-1015/0, B -N=0/1080, F -L=-104/439, D -N=-701/0, H -J=0/2232 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) A plate rating reduction of 20% has been applied for the green lumber members. ' 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 631 Ib down at 14-44 on top chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00PR FESS/ S ON Uniform Loads (plf) Vert: l -P= -7,A -H=-67 � q �� Q 1E0p0 lF2 Concentrated Loads (Ib) y S� C Vert: G= -595(F) `�C: w C75435 EXR 03/31/2018 * i t, December 13,2016 AWARNING - VeAfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1.7473 rev. 1010912015 BEFORE USE. Design valid for use only with MiT00 connectors. This design is based only upon parameters shown, and is for an Individual building component. not e truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall bulltling design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord member. only. Additional temporary and permanent bracing Mire k" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSO -89 and 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 ANDERSON (loc) I/deft Ud TCLL 40.0 Plate Grip DOL R49225119 1512-073 F08 Floor 3 1 360 TCDL , 10.0 Lumber DOL 1.00 BC 0.38 Vert(TL) Job Reference (optional) SYSTEMS PLUS LUMBER GO, ANDERSON, CA 2-6 O I 2x4 II A L 3x5 = 3x6 = B 2x4 II 3x4 = C D 8.010 s Apr 20 2016 MiTek Industries, Inc. Tue Dec 13 10:54:33 2016 Page 1 ID:JpnVQzsosYm103GYkilk2AyRZQO-BRNgrl pLPFbBldOFIPKI hjYNHnj27M1 zhSWMply9POq 3x6 = F Scale = 1:22.9 K J I H 3x5 = 2x4 II 3x8 = 3x5 = LOADING (lis() SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.23 Vert(LL) -0.12 I -J >999 360 TCDL , 10.0 Lumber DOL 1.00 BC 0.38 Vert(TL) -0.20 I -J >830 240 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.03 H n/a n/a BCDL 5.0 Code IBC2012JTP12007 Matrix -SH LUMBER- BRACING - PLATES GRIP MT20 220/195 Weight: 60 Ib FT = 20%F, 11 %E TOP CHORD 2X4 DF No.1&Btr G(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2X4 DF No.18Btr G(flat) except end verticals. WEBS 2X4 OF Stud/Std G(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) H=500/Mechanical, L=500/Mechanical FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1906/0, C -D=-1906/0, D -E=-1900/0, E -F=-1900/0 BOT CHORD K -L=0/1234, J -K=0/1906, I -J=0/1906, H-1=0/1228 WEBS F -H=-1296/0, B -L=-1302/0, F-1=0/709, B -K=0/712, D -I=-254/200 NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) Refer to girder(s) for truss to truss connections. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. o990ESS/pv� T EOp0s �Fti P F G) LU LU C 75435 c M EXP. 03/31/2018 December 13,2016 ,& WARNING - Verfly dosign parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rov. 1WO312013 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 MOW ahvays 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 ANSIrrPIt 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 Cilrus eights,CA 9561 Job Truss Truss Type city Ply ANDERSON CSI. DEFL. in (loc) I/defl L/d PLATES GRIP 849225120 1512-073 F09 Floor 9 1 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.44 Vert(TL) -0.29 Job Reference tional SYSTEMS FLUS LUMBER CO, ANUEH5ON, CA 8.010 5 Apr 20 2016 MiTek Industries, Inc. Tue Dec 13 10:54:34 2016 Page 1 ID:JpnVQzsosYmiO3GYkilk2AyRZ00-fex22NgzAYj2NmbRs6rGDw4Y1 B3Qkn)6wIFvLBy9POp 2-6-0 I i 1-9-8 I Scale = 1:26.0 2x4 II A h 3x6 = 3x8 = 2x4 II. 3x4 = 3x4 = 2x4 II 3x8 = B C D E F G 2x4 II H a 0 4x8 = 2x4 II 2x4 II 4x8 = 3x6 = Plate Offsets (X,Y)— [D:0-1-8,Edgel [E:0-1-8,Edge], [H:0-1-8 Edge][K:0-1-8,Edgel, [L:0-1-8 Edgel LOADING (pso SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.23 Vert(LL) -0.17 J -K . >999 360 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.44 Vert(TL) -0.29 J -K >635 240 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.04 1 n/a n/a BCDL 5.0 Code IBC2012frP12007 Matrix -SH Weight: 68 Ib FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 OF No. 1&Btr G(flat) except end verticals. WEBS 2X4 DF Stud/Std G(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=565/0-5-8, N=565/Mechanical FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2263/0, C -D=-2263/0, D -E=-2514/0, E -F=-2282/0, F -G=-2282/0 BOT CHORD M -N=0/1424, L -M=0/2514, K -L=0/2514, J -K=0/2514, I -J=0/1421 WEBS G-1=-1500/0, B -N=-1503/0, G -J=0/908, B -M=0/886, E -J=-414/67, D -M=425/48 NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. _ 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) Refer to girder(s) for truss to truss connections. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. I December 13,2016 AL WARNING - Verily, design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1111147473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing S1�e 1.' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the IYt R fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPI1 Oualiry 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 itru Heights, CA 95610 Job Truss Truss Type city Ply ANDERSON Plate Offsets (X,Y)— [D:0-1-8,Edgel, [E:0-1-8,Edgel [1-1:0-1-8 Edgel [I:Edge 0-1-81 [K:0-1-8.0-0-01, 11-:0-1-8 Edgel 10:0-1-8.0-1-01 LOADING (psf) SPACING- 1-4-0 CSL DEFL. in 849225121 1512-073 F10 Floor 2 1 K >999 360 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.45 Vert(TL) -0.32 Job Reference (optional) bTb I tMb VLUb LUMUtK L:U, ANUt KJUN, UA 0.1.8 H , 2-6-0 2x4 II 2x4 = AI 4x6 = 3x8 = B 8.010 s Apr 20 2016 MiTek Industries, Inc. Tue Dec 13 10:54:34 2016 Page 1 I D:Jpn VOzsosYm iO3 GYkii k 2AyRZ00-fex22 NgzAYj 2 N mb Rs6rG D W 4YOB3J knN 6wl FvL By9 POp 218 1 - • Scale = 1:26.6 20. 11 - 4x4 = 4x4 = 2x4 11 3x8 = 2x4 11 C D E F G H 0 0 4x8 = 2x4 II 20 II 4x8 = 4x6 = Q�OF ESS/pN 1E00�q�F2 W w C 75435 �C m 1 * EXP, 03/31/2018 FOF CALIF December 13,2016 ,& WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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/TPI1 quality Criteria, OSS -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sutra 312, Alexandria, VA 22114. Suite 109 Clime Heights, CA 95610 16-0-0 16-0-0 Plate Offsets (X,Y)— [D:0-1-8,Edgel, [E:0-1-8,Edgel [1-1:0-1-8 Edgel [I:Edge 0-1-81 [K:0-1-8.0-0-01, 11-:0-1-8 Edgel 10:0-1-8.0-1-01 LOADING (psf) SPACING- 1-4-0 CSL DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.23 Vert(LL) -0.18 K >999 360 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.45 Vert(TL) -0.32 K >597 240 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.05 1 n/a n/a BCDL 5.0 Code IBC2012lrP12007 Matrix -SH Weight: 71 Ib - FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2X4 OF No.t&Btr G(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2X4 DF No.1&Bir G(flat) except end verticals. WEBS 2X4 OF Stud/Std G(flat) - BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) N=576/0-5-8, 1=580/0-5-8 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2370/0, C -D=-2370/0, D -E=-2651/0, E -F=-2366/0, F -G=-2366/0 BOT CHORD M -N=0/1492, L -M=0/2651, K -L=0/2651, J -K=0/2651, I -J=0/1464 WEBS G -I=-1545/0, B -N=-1566/0, G -J=0/952, B -M=0/926, E -J=-464/45, D -M=-460/46 NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�OF ESS/pN 1E00�q�F2 W w C 75435 �C m 1 * EXP, 03/31/2018 FOF CALIF December 13,2016 ,& WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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/TPI1 quality Criteria, OSS -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sutra 312, Alexandria, VA 22114. Suite 109 Clime Heights, CA 95610 Job Truss Truss Type Qty Ply ANDERSON TCLL 40.0 Plate Grip DOL 1.00 TC 0.08. Vert(LL) We n/a 999 R49225122 1512-073 F11 Floor Supported Gable 2 1 BCLL 0.0 Rep Stress Incr YES - Horz(TL) 0.00 N n/a n/a Job Reference o lional bYb I tMJ YLUJ LUMtltK UU, ANUtHbUN, UA 0-h8 A B C T Y X 4x4 = D 6.010 s Apr2U Z016 MiTek Industries, Inc. Tue Dec 13 10:54:35 2016 Page 1 I D: Jpn V QzsosYmiO3GYkf i k2Ay RZ00-7g V QGjrbxsrv?wAeQq M V m8d 16bU OTL i F9 P?Stdy9 Poo Scale = 1:25.6 E �F G H I J K L M W V IJ T S R O P LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08. Vert(LL) We n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 N n/a n/a BCDL ' 5.0 Code IBC2012rTP12007 Matrix -SH Weight: 57 Ib FT = 20%F, 11 %E LUMBER- f BRACING - TOP CHORD 2X4 DF No.t&Btr G(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 DF No. 1&Btr G(flat) except end verticals. WEBS 2X4 DF Stud/Std G(flal) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS, 2X4 DF Stud/Std G(flal) REACTIONS. All bearings 16-0-0. (lb) - Max Grav All reactions 250 Ib or less at joint(s) Z, N, Y. X, W, V, U, T, S. R. 0, P, 0 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (8) 1) All plates are 2x4 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d.(0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. oQ\kOF ESS/pN� EO D �Fti W wP C 75435 �`nC m * EXR 03/31/2018 FOAL December 13,2016 ,& WARNING - VeAly design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 rev. 10/03/2015 BEFORE USE. ■ Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual 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/TPI1 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 city Ply ANDERSON CSI, DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 849225123 1512-073 F12 Floor Girder 1 1 Lumber DOL 1.00 BC 0.23 Vert(TL) -0.02 E >999 240 BCLL 0.0 Job Reference o florist SYSTEMS CMJ PLUS LUMBER CO, ANDERSON, CA 6.U1U s Apr 2U ZUIb MI I eK Industries, Inc. T ue Dee 13 10:54:35 2016 Page 1 ID:JpnVOzsosYm103GYkiik2AyRZ00-7gVOGJrbxsrv?wAeOgMVm8dchbR THVF9P?Stdy9P0o 1-11.8 - i A 2x4 II G B 3x8 = H C 2x4 II ' Scale = 1:8.1 F 3x5 = 3x5 = Plate Offsets (X,Y)— [C:0-1-8,Edgel 1) A plate rating reduction of 20% has been applied for the green lumber members. LOADING (psf) SPACING- 1-4-0 CSI, DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.68 Vert(LL) -0.01 E >999 360 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.23 Vert(TL) -0.02 E >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.30 Horz(TL) 0.01 D n/a n/a BCDL 5.0 Code IBC2012/TPI2007 Matrix -SH ?LOESS/ON Weight: 20 Ib FT = 20%F, 11 %E LUMBER- c� �Nc BRACING - wP C 75435 n TOP CHORD 2X4 DF No.18Btr G(flat) TOP CHORD Structural wood sheathing directly applied or 4-3-9 oc purlins, BOT CHORD 2X4 DF No.18Btf G(flat) * except end verticals. WEBS 2X4 DF Stud/Std G(gat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) F=577/0-3-8, D=640/Mechanical FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD E -F=0/1141, D -E=0/1141 WEBS B -F=-1235/0, B -D=-1235/0 NOTES- (6) 1) A plate rating reduction of 20% has been applied for the green lumber members. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 455 Ib down at 1-7-8, and 455 Ib down at 2-11-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 6) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase= 1.00, Plate Increase= 1.00 Uniform Loads (plf) Vert: D -F=-7, A -C=-67 Concentrated Loads (lb) Vert: G=-455(8) H=455(B) ?LOESS/ON TE000s�F2 c� �Nc wP C 75435 n EXP,& 03131/2018 * OFCAOW '- December 13,2016 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web andlor chord members only. Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI11 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 t A 95610 Job Truss Truss Type + Oty PlyANDERSON E F G Plate Grip DOL 1.00 TC 0.23 849225124 .1512-073 F13 Floor • 14 1 BC 0.45 Vert(TL) -0.31 K >601 240 BCLL 0.0 Rep Stress Incr Job Reference (optional) bTb I tMb F'LUb LUMtitK L;U, ANUtKJUN, L;A 0-1-8 H 2-6-0 1 A 3x6 = 3x8 = B 8.010 Is Apr 20 2016 MiTek Industries, Inc. Tue Dec 13 10:54:36 2016 Page 1 ID:JpnVQzsosYmi03GYkiik2AyRZOO-cO3oT3rDlAzmc4kLLXtkJLAuS?)kCh1 PN3kOQ4y9POn 2.0.0 IOi 011.18 Scale = 1:26.2 3x4 = 3x4 — . 1-4-0 3x8 = C D E F G H P e d 4x8 = 4x8 = 3x6 = • a LOADING (psf) SPACING- 1-4-0 CSL DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.23 Vert(LL) -0.18 K >999 360 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.45 Vert(TL) -0.31 K >601 240 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(TL) 0.05 1 ' n/a n/a BCDL 5.0 Code IBC2012/TPI2007 Matrix -SH Weight: 71 Ib FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2X4 DF No.18Btr G(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 DF No. 1&Btr G(flat) except end verticals. WEBS 2X4 DF Stud/Std G(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) N=573/0-5-8, 1=573/0-3-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2353/0, C -D=-2353/0, D -E=-2627/0, E -F=-2368/0, F -G=-2368/0 BOT CHORD M -N=0/1486, L -M=0/2627, K -L=0/2627, J -K=0/2627, I -J=0/1484 WEBS G -I=-1557/0, B -N=-1559/0, G -J=0/933, B -M=0/916, E -J=-443/60, D -M=451/46 NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 2x4 MT20 unless otherwise indicated. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Ir -U00 • F2 wP C 75435 c * EXP. 03/31/2018 s9TFOF CALIF December 13,2016 AWARNING - Venry design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11•7473 rev. 10/07/2015 BEFORE USE. •-- Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must 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 end/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 ANSIfrPI1 quality Criteria, OSB -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei his CA 95610 Job Truss Truss Type Oty Ply ANDERSON .�0 r BRACING - TOP CHORD 2X6 OF SS G 849225125 1512-073 G01 GABLE 2 3 JOINTS 1 Brace at Jt(s): A, I, R, S, T, W OTHERS 2X4 OF Stud/Std G 4) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry REACTIONS. (Ib/size) 0=2110/Mechanical, J=2153/Mechanical Job Reference o tional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Tue Dec 13 10:54:37 2016 Page 1 I D:JpnVQzsosYm103GYkiik2AyRZOO-4DdAhPsrTT5cEEJOXFPzrZ14uP9jxBpYcjUZyWy9POm 4-6.8 I 9-1-0 i 4-6-8 4-6-8 4x4 = 4x4 = ,5I B ISZI C E Ff5Zl G r5;q H ISI P O O . 3x8 = L K Y J Scale = 1:35.5 LOADING (pso TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 �r 0 DEFL. in Vert(LL) -0.01 Vert(TL) -0.03 Horz(TL) -0.00 (loc) 1/defl Ud N >999 240 N >999 180 J n/a n/a .�0 r BRACING - TOP CHORD 2X6 OF SS G TOP CHORD 2-0-0 oc pur ins (6-0-0 max.): A-1, except end verticals. BOT CHORD 2X6 OF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Stud/Std G JOINTS 1 Brace at Jt(s): A, I, R, S, T, W OTHERS 2X4 OF Stud/Std G 4) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry REACTIONS. (Ib/size) 0=2110/Mechanical, J=2153/Mechanical 5) Provide adequate drainage to prevent water ponding. Max Horz Q=-191(LC 4) 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 oc. 0 Max Uplift 0=-445(LC 4), J=-452(LC 5) Q P 0 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. will fit between the bottom chord and any other members. W C M TOP CHORD A -Q=-1334/279, A -B=-938/179, B -C=-938/179, C -D=-938/179, D -E=-938/179, EXP, 0313112018 E -F=-938/179, F -G=-938/179, G -H=-938/179, H -I= -938/179,1-J=-1353/290 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 445 Ib uplift at joint Q and 452 Ib uplift WEBS A -R=-336/1445, R -V= -372/1572,V -W=-336/1435, W -X=-344/1457, M -X=-343/1460, at joint J. 13) Graphical purfin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Hanger(s) E -M=-655/139, M -U=-345/1468, T -U=-344/1460, S -T= -342/1458,1-S=-350/1492 or other connection device(s) shall be provided sufficient to support concentrated load(s) 697 Ib down and 137 Ib up at 0-7-4, 692 Ib down and 142 Ib up at 2-7-4, 692 Ib down and 142 Ib up at 4-7-4, and 692 Ib down and 142 Ib up at 6-7-4, and 699 Ib down and 135 Ib up at 8-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. December 13,2016 it Y t Y Y r r.wr. Y Y rk / P O O . 3x8 = L K Y J Scale = 1:35.5 LOADING (pso TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1,15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2012rTP12007 CSI. TC 0.13 BC 0.08 WB 0.31 Matrix -MSH DEFL. in Vert(LL) -0.01 Vert(TL) -0.03 Horz(TL) -0.00 (loc) 1/defl Ud N >999 240 N >999 180 J n/a n/a PLATES GRIP MT20 220/195 Weight: 363 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 OF SS G TOP CHORD 2-0-0 oc pur ins (6-0-0 max.): A-1, except end verticals. BOT CHORD 2X6 OF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Stud/Std G JOINTS 1 Brace at Jt(s): A, I, R, S, T, W OTHERS 2X4 OF Stud/Std G 4) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry REACTIONS. (Ib/size) 0=2110/Mechanical, J=2153/Mechanical 5) Provide adequate drainage to prevent water ponding. Max Horz Q=-191(LC 4) 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 oc. �oe�QFESS/�N� TEO `2 Q oF Max Uplift 0=-445(LC 4), J=-452(LC 5) Q P 9)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. will fit between the bottom chord and any other members. W C M TOP CHORD A -Q=-1334/279, A -B=-938/179, B -C=-938/179, C -D=-938/179, D -E=-938/179, EXP, 0313112018 E -F=-938/179, F -G=-938/179, G -H=-938/179, H -I= -938/179,1-J=-1353/290 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 445 Ib uplift at joint Q and 452 Ib uplift WEBS A -R=-336/1445, R -V= -372/1572,V -W=-336/1435, W -X=-344/1457, M -X=-343/1460, at joint J. 13) Graphical purfin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Hanger(s) E -M=-655/139, M -U=-345/1468, T -U=-344/1460, S -T= -342/1458,1-S=-350/1492 or other connection device(s) shall be provided sufficient to support concentrated load(s) 697 Ib down and 137 Ib up at NOTES- (15) 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 0-9-0 oc, 2x6 - 2 rows staggered 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=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 5) Provide adequate drainage to prevent water ponding. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 oc. �oe�QFESS/�N� TEO `2 Q oF 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q P 9)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide C� O C 75435 R' will fit between the bottom chord and any other members. W C M 10) A plate rating reduction of 20% has been applied for the green lumber members. EXP, 0313112018 11) Refer to girder(s) for truss to truss connections. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 445 Ib uplift at joint Q and 452 Ib uplift at joint J. 13) Graphical purfin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Hanger(s) 9T OF IF CAI or other connection device(s) shall be provided sufficient to support concentrated load(s) 697 Ib down and 137 Ib up at 0-7-4, 692 Ib down and 142 Ib up at 2-7-4, 692 Ib down and 142 Ib up at 4-7-4, and 692 Ib down and 142 Ib up at 6-7-4, and 699 Ib down and 135 Ib up at 8-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. December 13,2016 AWARNING - VeA/y, design parameters and READ NOTES ON THIS AND INCLUDED MITPK REFERENCE PAGE MIA7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component not ��- a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 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 ei hts CA 95610 Job A Truss Truss Type Qly Ply ANDERSON + r + 849225125 1512-073 G01 GABLE 2 q t J Job Reference Loptional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Tue Dec 13 10:54:38 2016 Page 2 ID:JpnVQzsosYmiO3GYkiik2AyRZQO-YPBZultU EnDTsOuC5ywCOmFFeoVyge3IrND7Uyy9P01 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 ; Uniform Loads (plf) Vert: A-1=-70, J -Q=-20 Concentrated Loads (lb) ' Vert: M=-692(8) P= -697(B) L=-692(8) N=-692(8) Y=-699(8) WARNING- Verify design peremeters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M167473 m, /0/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component. not �- e 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 MITBk• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITTPII 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 Nei his CA 95610 • t + r + t WARNING- Verify design peremeters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M167473 m, /0/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component. not �- e 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 MITBk• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITTPII 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 Nei his CA 95610 Job Truss Truss Type oty Ply ANDERSON I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 849225126 1512-073 H01 Roof Special Girder 1 1 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.70 Vert(TL) -0.46 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Tue Dec 13 10:54:38 2016 Page 1 ID:JpnVOzsosYmiO3GYkiik2AyRZ00-YPBZultUEnOTsOuC5ywCOmF7KoMMgW IIrND7Uyy9P01 •, -2.9-15 6-3-8 } 10-8-9 l 15.5.2 2.9.15 - 6-3-8 4.5.1 4-8-9 a Scale = 1:29.9 30 E 2x4 II ' 7x8 = 4x8 = 6-3-8 I - 10-8-9 I 15-5-2 r 6.3-8 4.5.1 4.8-9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.59 Vert(LL) -0.14 G -H >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.70 Vert(TL) -0.46 G -H >396 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.81 Horz(TL) 0.08 F n/a n/a BCDL 10.0 Code IBC2012frP12007 Matrix -MSH Weight: 89 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 DF SS G TOP CHORD BOT CHORD 2X6 OF SS G WEBS 2X4 OF Stud/Std G BOT CHORD WEBS REACTIONS. (Ib/size) B=1440/0-10-10, F=1774/Mechanical Max Hoa B=92(LC 22) Max Uplift 8=-373(LC 4), F=-358(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-5021/1067, C -D=-3618/746 BOT CHORD B -H=-1070/4950, G -H=-1070/4950, F -G=-733/3571 WEBS C -H= -54/322,C -G=-14101345, D -G=-229/1365, D -F=-3692/780 Structural wood sheathing directly applied or 3-7-1 oc purlins, except end verticals. Rigid ceiling directly applied or 8-2-11 oc bracing. 1 Row at midpt D -F 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 capable of withstanding 373 Ib uplift at joint B and 358 Ib uplift at joint F. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 23 Ib down and 11 Ib up at 2-10-4, 23 Ib down and 11 Ib up at 2-10-4, 113 Ib down and 50 Ib up at 5-8-3, 113 Ib down and 50 Ib up at 5-8-3, 207 Ib down and 62 Ib up at 8-6-2, 207 Ib down and 62 Ib up at 8-6-2, 303 Ib down and 78 Ib up at 11-4-1, and 303 Ib down and 78 Ib up at 11-4-1, and 400 Ib down and 91 Ib up at 14-2-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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 -E=-70, F -I=-20 Concentrated Loads (Ib) Vert: K=5(F=3, B=3) L= -226(F=-113, B=-113) M= -414(F=-207, B=-207) N= -606(F=-303, B=-303) 0=400(8) ;PROFESS/pN� iEODpsNF,y C C 75435 c m EXP. 0313112018 December 13,2016 ,& WARNING -Verify doslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M0-7473 rev. 1010312013 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 �- e truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall p building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing s iT®k• I always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the IY� fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSIITPII Quality Criteria, OSS -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 Oty PlyANDERSON in (loc) Well Lid TCLL20.0 Plate Grip DOL 849225127 1512-073 .101 Jack -Open 2 1 240 TCDL 15.0 Lumber DOL 1.15 BC 0.12 Vert(TL) Job Reference o Lionel 5Y5 I tM5 PLU5 LUMbt:K GO, ANDERSON, OA 8.010 s Apr 20 2015 MiTek Industries, Inc. Tue Dec 13 10:54:39 2016 Page 1 ID:JpnVQzsosYm103GYklik2AyRZQO-Oblx64u6_5LKTYTPHRRw_o07CrfP89r41 zg00y9POk l •2-0-0 I 1.11.11 ( 4-0.0 2-0-0 1.11-11 2-15 Scale = 1:11.4 2.50 12 3x5 = c LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid TCLL20.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) -0.01 D -G >999 240 TCDL 15.0 Lumber DOL 1.15 BC 0.12 Vert(TL) -0.03 D -G >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 B n/a n/a BCDL 10.0 Code IBC2012fTPI2007 Matrix -MSH LUMBER- BRACING - SUPPORT BY OTHERS D PLATES GRIP MT20 220/195 Weight: 14 Ib FT = 20% TOP CHORD 2X6 OF SS G TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2X4 DF No.18BIr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) B=318/0-7-8, D=38/Mechanical Max Horz B=35(LC 4) Max Uplift B=-106(LC 4) Max Grav B=318(LC 1), D=78(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; VuI1=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cal. 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 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 106 Ib uplift at joint B. 7) WARNING: Engineering Is void unless truss is fabricated by Systems Plus Lumber Co. Qap,OF ESS/pN �'0�Q TEODo �F2 LU w C 7543rn 5 * EXP. 0313112018 December 13,2016 A WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 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 e 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 1.Il' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the �Y� fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrTPl1 quality Criteria, OSB -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314_ Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply ANDERSON (loc) I/defl Ud TCLL 20.0 Plate Grip DOL _ 849225128 1512-073 J02 Jack -Open 2 1 240 TCDL 15.0 Lumber DOL 1.15 BC 0.46 Vert(TL) Job Reference o tional - Q1 J 1 CrvIJ ILUJ LUMDCR UV, AINUCKJUN' VA d.UIU S Apr LV ZU10 MI I eK Inausines, in,;, I ue U6C 13 1u:b4:JV 2010 Mage 1 ID:JpnVQzsosYm103GYkiik2AyRZ00-0blx64u6 5LKTYTPffRRw_oQPCIEP89r4lzg00y9POk 3-11-11 2-0-0 3-11-11 ____0T5 B A' 3x5 = 2.50 f12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) -0.03 D -G >999 240 TCDL 15.0 Lumber DOL 1.15 BC 0.46 Vert(TL) -0.09 D -G >513 180 BCLL0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 B n/a n/a BCDL 10.0 Code IBC2012ITP12007 Matrix -MSH LUMBER- BRACING. Scale = 1:11.4 c J_ SUPPORT BY OTHERS 119? D PLATES GRIP MT20 220/195 Weight: 19 Ib FT = 20% TOP CHORD 2X6 DF SS G TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2X4 OF No.1 &Bit G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) B=353/0-7-8, D=144/Mechanical Max Horz B=49(LC 4) Max Uplift B=-113(LC 4), D=-22(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES. (7) 1) Wind: ASCE 7-10; Vul1=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 capable of withstanding 113 Ib uplift at joint B and 22 Ib uplift at joint D. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. QROFESS/�N i EODOZP �F2c wP C 75435 (P r- r- A EXP. 03/31/2018 December 13,2016 A WARNING - Veft design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 011II.7473 rev. IM312015 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 �- e 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 " iTek� Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the A fabrication, storage, delivery;;erectfon and bracing of trusses and truss systems, a" ANSIrTPl1 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 el ht CA 95610 Job Truss Truss Type Oty Ply ANDERSON I/deft a 4 N E R4922SI29 1512-073 J03 Jack -Open 2 1 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.05 Vert(TL) -0.01 Job Reference o tional u. u, ovw ,� wrv,ocn vv, ruvucnavw, �n o.VIV 5 Apr zv zvio MI tax Industries, Inc. 1 ue Uec 13 1U:54:4U 1U76 Yage 1 ID:JpnVQzsosYm103GYklik2AyRZQO-UoIJJQuktOUB5h2bDNygTBKb1 cCy8bP71hIDZry9POJ -2.0.0 l 4-0.0 5.11.11 l 2.0-0 4-0-0 1-11.11 Scale = 1:15.6 r A B 2.50 12 u I 3x4 = 3x5 = 4-0-0 4-0-0 D SPACING- 2-0-0 C DEFL. in 0 I/deft a 4 N E TC 0.07 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.00 E -H >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.05 Vert(TL) -0.01 E -H >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 B n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH Weight: 23 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 DF SS G TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except (jl=length) B=0-7-8, C=0-1-8. (lb) - Max Horz B=67(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) D, C except B=-115(LC 4) Max Grav All reactions 250 Ib or less at joint(s) D, E, C except B=356(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 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-" 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at Joint(s) D, C except Qt=1b) 8=115. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co., 9\kOFESS/ON T EOD �F2 wP C 75435 �(PC: rn rn Exp 03/31/2018 * / OFCAA - December 13,2016 A WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only vAth MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not �- e 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 andlor chord members only. Additional temporary and permanent bracing MiTek- ia 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, sea ANSITTPII Duality 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 Hef hts. CA 95610 Job Truss Truss Type Oty PlyANDERSON r R49225130 1512-073 J04 Jack -Open 2 1 Job Reference (optional) bT b i crab r-Lub LUmotn w, ANutKbLAV, l.A t1.UIU S Apr 2U 2016 MI I ek industries. Inc. Tue Dec 13 10:54:40 2016 Page 1 ID:JpnVOzsosYm103GYkiik2AyRZ00-UoIJJ0uklOUB5h2bDNygTBKbl cCy8bP71hiDZry9POj -2-"4-0-0 I 7.11.11 i 2.0-0 4.0-0 3.11.11 Scale = 1:19.6 2.50 r t� C B 3x4 = F D E 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 0.07 Vert(LL) -0.00 F_>999 240 MT20 2201195 TCDL . 15.0 Lumber DOL 1.15 BC 0.05 Vert(TL) -0.01 F -I >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 B n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH Weight: 27 Ib FT = 20% LUMBER BRACING - TOP CHORD 2X6 OF SS G TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2X4 OF No. 1&Bit G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-1-8 except Qt=length) B=0-7-8, F=Mechanical. - (lb) - Max Horz B=81(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) C, D except B=-111(LC 4) Max Grav All reactions 250 Ib or less at joints) F; C except B=356(LC 1), D=268(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) 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. It: 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 Qt=1b) B=111. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C, D. 9) WARNING: Engineering is void unless truss is fabricated by Systems Pius Lumber Co. QROFESS/0, i EOD �F2 .�wP C 75435 �N� rn * EXP. 03/3112018 December 13,2016 AWARNING - Varffy design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MA -7473., 1010312015 BEFORE USE. Design valid for use onty with MiTOMD connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ��- a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 Dually Criteria, OSB -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 Job" Truss Truss Type City Ply ANDERSON (loc) Well - PLATES GRIP TCLL 20.0 849225131 1512-073 J05 Jack -Closed Structural Gable 2 1 >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 Job Reference o tional JTJ 1 CMJ t'LUJ LUMtltK W, ANUtKJUN, UA t1.UIU S Apr 2U 2Ullb MI I ek industries, Inc. TUB Lac 13 10:54:41 2016 Pagel ID:JpnVOzsosYmiO3GYkiik2AyRZOO-y_shW mvM Wic2jrdnm4TVOPtmnOXbt2f8XLSn5Hy9P01 r I -2-" I 2-0.0 2" 2-0-0 Scale = 1:7.7 C 3x4 = _ 1-11-11 2 0 1-11.11 0- -5 Plate Offsets (X,Y)— IB:0.4-9,0-0.41 LOADING (psf) SPACING- 2-0-0 CSI, DEFL. . in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.00 E >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.02 Vert(TL) -0.00 E >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 IBC2012frP12007 Matrix -MSH Weight: 12 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 DF SS G TOP CHORD Structural wood sheathing directly applied or 2-0-0 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) B=300/0-7-8, D=20/Mechanical Max Hoa B=35(LC 4) Max Uplift B=-125(LC 4), D=-2(LC 5) Max Grav B=300(LC 1), D=40(LC 3) 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 vesical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable studs spaced at 1-4-0 oc. 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) D except Qt=1b) B=125. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q,;pI,OF ESS/pN T EOD �Fyc U wP C 75435 �`P C A 12. * EXR 03/31/2018 December 13,2016 A WARNING - Verffy design para.. tare and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010712015 BEFORE USE. Design valid for use only with MiTeM connectors. This design is based only upon parameters shown, and is for an Individual building component, not �- a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k' ,building 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 ANS8TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei ht A 95610 Job Truss Truss Type CSI. Ply ANDERSON PLATES GRIP TCLL 20.0 ti �Qty TC 0.53 R49225132 1512-073. J06 Jack -Closed 2 1 BC 0.38 Vert(TL) -0.48 D -G >243 180 BCLL 0.0 Rep Stress Incr Job Reference o lional JTJ I CMJ I'LUJ LUMUtK 1-U, ANUCKDUN, UA 2-0-0 2.50 12 US = 6.UIU 9 Apr ZV ZVIb MI IOK InCuStrie3, Inc. lue UBC 13 10:54:41 2015 Pagel I D:JpnVOzsosYmiO3GYkiik2AyRZ00-y_sh WmvM W ic2jrdnm4TvOPtf WOSyt2f8XLSn5Hy9P01 9-10.15 9-10.15 Scale = 1:21.7 5x8 II C D 4x5 II .l- LOADING (psi) l�•v-v-, X401, Iv.��4�,v-.a-vl SPACING- 2-0-0 CSI. " DEFL. in (loc) 1/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) -0.12 D -G >952 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.38 Vert(TL) -0.48 D -G >243 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 B n/a n/a BCDL 10.0 Code IBC2012lrP12007 Matrix -MSH Weight: 42 Ib FT = 20% LUMBER- BRACING. TOP CHORD 2X6 DF SS 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 No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) D=425/Mechanical, B=594/0-7-8 Max Horz B=89(LC 7) Max Uplift D=-65(LC 8), B=-144(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD C -D=-318/103 NOTES- (7) 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 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 ir, 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 except (jt=1b) B=144. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 9\kOFESS/pN 1 EOpOs eFti ro C 75435 �co `��fin rin EXP. 03/31/2018 s' VIS TF0FCAlIF0E1 December 13,2016 A WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 101031015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shcwn, and is for an Individual building component, not�- e 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 end/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 ANSIrrPit quality Criteria, DS13-89 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 H i ht CA 95610 Job Truss Truss Type City Ply ANDERSON CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 R49225133 1512-073 J08 Monopitch 1 1 Lumber DOL 1.15 BC 0.37 Vert(TL) -0.46 D -G >251 180 BCLL 0.0 ' Job Reference o tional b7b I CMJ h'LUb LUMt3tK UU, .ANUtNbUN, t;A 2-M 8.010 s Apr 20 2016 MiTek Industries, Inc. Tue Dec 13 10:54:42 2016 Pagel ID:JpnVQzsosYmiO3GYkiik2AyRZ00-QA03k6w_HOkvK7C Ko_8YcOgSOoJcVvHm7BKdjy9POh 5x8 II C ® - D 3x8 = - 4x5 II i 9913 9-9-13 Scale a 1:21.6 daleUnsets(A.TI— imu-u- I,tagejluaage,u-s-ts LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.52 Vert(LL) -0.12 D -G >983 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.37 Vert(TL) -0.46 D -G >251 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 B ' We n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH Weight: 42 Ib FT = 20% LUMBER- BRACING. TOP CHORD 2X6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 OF No.18Btr G except end verticals. WEBS 2X4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) D=421/Mechanical, B=590/0-7-8 Max Horz B=88(LC 7) Max Uplift D=-65(LC 8), B=-144(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD C -D=-314/102 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) 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 except Qt=lb) B=144. 7) WARNING: Engineering is void unless truss Is fabricated by Systems Plus Lumber Co. QROFESS/0' 1E0p0s�F2 wP C 75435 �Ncrn *EXP.031311718 December 13,2016 ,& WARNING - Vorfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1-7473 rev. 1010312015 BEFORE USE. ■ Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not e truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing - M ITOk• 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 7777Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite log Citrus H I his CA 95610 Job Truss Truss Type Oty Ply ANDERSON I/deb Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 R49225134 1512-073 J09 Jack -Closed 2 1 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.27 Vert(TL) -0.25 Job Reference (optional) JTJ 1 CMJ r'LUJ LUMtltI< UU, ANUtHJUNI UA -2-0-0 � 2-0-0 8 A 3x8 = 6.UIU S Apr ZU ZU1b MI I ek Industries, Inc. I ue Dec 13 10:54:42 2016 Page 1 ID:JpnVOzsosYmlO3GYkiik2AyRZOO-OA03k6W_HOkvK?C Ko 8YcOuGOpucVvHm?BKdjy9POh 7.10-15 7.10-15 2x4 II C 2.50 12 D 2x4 II Scale = 1:18.3 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) -0.06 D -G >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.27 Vert(TL) -0.25 D -G >377 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 B n/a n/a BCDL 10.0 Code IBC2012ITP12007 Matrix -MSH Weight: 34 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 DF No.1SBtf 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) D=331/Mechanical, B=507/0-7-8 Max Horz B=73(LC 7) Max Uplift D=-50(LC 8), B=-134(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD C -D=-260/76 NOTES- (7) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87moh; TCDL=6.Opsf, BCDL=6.Opsf; h=25f1; 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 cf withstanding 100 Ib uplift at joint(s) D except Qt=lb) 8=134. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ttUp0s`F�� (D w C 75435c M * 12018 OF CALF V`- December 13,2016 WARNING- Veft design parameters and READ NOTES ON THIS AND INCLUDED M/7EK REFERENCE PAGE M104473 rev. 101032015 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 e 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 MITA k' building required for stability and to prevent collapse with possible personal injury and property damage. For general guldonce regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety :on, available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hall Ms. CA 95610 Job Truss Truss Type City Ply ANDERSON (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 849225135 1512-073 J10 Jack -Closed 2 1 240 TCDL15.0. Lumber DOL 1.15 BC 0.13 Vert(TL) Job Reference (optional) JTJ I CMJ r'LVJ LUMtStK t U, ANUCrtJUN, l.A t$.UIU S Apr 2U 2Utb MI I ex Industries, Inc. I Ue U8C 13 lU:b4:43 2Ulb Pagel ID:JpnVOzsosYm103GYkiik2AyRZ00-uM_RxSxc2Jsmy9nAu VVN5gy5HpBNLy8R_ext9Ay9POg -2-0-05-10-15 2-0.0 5-10-15 2.50 12 B A 3x4 = 3x6 = ` I 5.10.15 5.10.15 Plate Offsets (X,Y)— [B:0-0-9,Edgel LOADING (psf7 SPACING- 2-0-0 CSL DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) -0.02 D -G >999 240 TCDL15.0. Lumber DOL 1.15 BC 0.13 Vert(TL) -0.07 D -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 I8C2012rrPI2007 Matrix -MSH LUMBER- BRACING - Scale = 1:14.8 2x4 I I C D 2x4 II PLATES GRIP MT20 220/195 Weight: 27 Ib FT = 20% TOP CHORD 2X6 OF SS G TOP CHORD Structural wood sheathing directly applied or 5-10-15 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. REACTIONS. (Ib/size) D=235/Mechanical, B=42410-7-8 Max Horz B=57(LC 7) Max Uplift D=-34(LC 8), 8=-125(LC 4) 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; 6CDL=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 joints) D except (jt=lb) B=125. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q� 'T ESS/0� �Q�•PQO TEOpOs�F2c wLLIC 75435 N� * EXP. 03/31/2018 OFCAUI December 13,2016 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI67473 rev. 10/03/2015 BEFORE USE. r Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component. not �• e 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 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 ANSlrrPlt 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 Heicints, CA 95610 SYb I EMS PLUS LUMBER CO, ANUERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Tue Dec 13 10:54:43 2016 Page 1 ID:JpnVQzsosYmiO3GYkiik2AyRZ00-uM_RxSxc2Jsmy9nAuVVN5gy6Vp7aLy8R exigAy9POg 3.10-15 .. 2-" 3-10.15 A 0 B 3x5 = 2.50 12 LOADING (psf)SPACING- Truss TrussType Oty Pty ANDERSONR49225136 r1512 I/deft Ud TCLL 20.0 Plate Grip DOL 1.15 -073 J11 Jack- Closed 2 1 240 TCDL 15.0 Lumber DOL ' BC 0.44 Vert(TL) Job Reference (optional) SYb I EMS PLUS LUMBER CO, ANUERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Tue Dec 13 10:54:43 2016 Page 1 ID:JpnVQzsosYmiO3GYkiik2AyRZ00-uM_RxSxc2Jsmy9nAuVVN5gy6Vp7aLy8R exigAy9POg 3.10-15 .. 2-" 3-10.15 A 0 B 3x5 = 2.50 12 LOADING (psf)SPACING- 2.0.0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) -0.03 D -G >999 240 TCDL 15.0 Lumber DOL 1.15 BC 0.44 Vert(TL) -0.08 D -G >557 180 BCLL 0.0 Rep Stress Incr YES - WB 0.00 Horz(TL) 0.01 B n/a n/a BCDL 10.0 Code IBC2012rTP12007 Matrix -MSH LUMBER- - BRACING - Scale = 1:11.2 C SUPPORT BY OTHERS D PLATES GRIP MT20 220/195 Weight: 18 Ib FT = 20% TOP CHORD 2X6 OF SS G TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins. BOT CHORD 2X4 OF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) B=350/0-7-8, D=141/Mechanical Max Horz B=48(LC 4) Max Uplift B=-113(LC 4), D=-22(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) 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. 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) 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 joints) D except (jt=1b) B=113. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. December 13,2016 ,& WARNING - Verfly dsslgn parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev. 10/0312015 BEFORE USE. ■ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �- e truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall buildbuilding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bradng 11 A'Te l.' ing required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the M V 1 Il fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrTPit 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 city PlyANDERSON (loc) I/deb _ Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 849225137 1512-073 J12 Jack -Closed 2 1 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.02 Vert(TL) -0.00 Job Reference (optional) brb t tMb h'LUb LUMUtK GU, ANUtKbUN, UA 8.010 s Apr 20 2016 MiTek Industries, Inc. Tue Dec 13 10:54:44 2016 Page 1 I D:JpnVQzsosYm103GYkiik2AyRZQO-NZYg9oxEpd_daJMMSD 1 cd 1 VHODZN4 POaDIgRicy9POf I -2-0-0 I 1-10-15 2-0-0 1.10.15 R 3x5 = Scale = 1:7.5 'PORT ETHERS LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb _ Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.00 E >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.02 Vert(TL) -0.00 E >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 B n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH Weight: 11 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 OF SS G TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD 2X4 DF No. 18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) B=299/0-7-8, D=13/Mechanical Max Horz B=35(LC 4) Max Uplift B=-126(LC 4), D=-1 (LC 5) Max Grav B=299(LC 1), D=35(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; 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 except Qt=lb) 8=126. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. OQROFESS/pvq T E01)0 lF�c WP C 75435 SLP * EXP. 03/3112018 /* December 13,2016 A WARNING - Verfry, design parameters end READ NOTES ON THIS ANO INCLUDED MITEN REFERENCE PA GE MII.7473 rev. 10/0312015 BEFORE USE. �- Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component• not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOW 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 ANSIRPI1 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 Hot his. CA 95610 Job Truss Truss Type Qty PlyANDERSON (loc) I/deg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.27 R49225138 1512-073 M01 Monopitch 50 1 BC 0.27 Vert(TL) ' -0.24 D -G >384 180 BCLL 0.0 ' Rep Stress Incr Job Reference (optional) JYJ I tMJ YLUJ LUMt1tK L;U, ANUtHbUN, L;A -2-a0 z-0-0 2.50 12 B 3x8 = 6.U1U S Apr ZU ZU1b M1Iek Industries, Inc. Tue Dec 13 10:54:44 2016 Page 1 ID:JpnVQzsosYmiO3GYkilk2AyRZQO-NZYg9oxEpd daJMMSD1cd1VEpDVP4POaDIgRicy9POf 7. 107 7.10-7 2x4 11 C D 2x4 II Scale = 1:18.3 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.06 D -G >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.27 Vert(TL) ' -0.24 D -G >384 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 , B n/a n/a BCDL 10.0 Code IBC2012/TP12007 Matrix -MSH Weight: 34 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 OF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, 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. REACTIONS. (Ib/size) D=329/Mechanical, B=506/0-7-8 Max Horz B=72(LC 7) Max Uplift D=-50(LC 8), B=-134(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD C -D=-258/76 NOTES-. (7) r 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 capable of withstanding 100 Ib uplift at joint(s) D except (jt=1b) B=134. 7) WARNING: Engineering is void unless truss Is fabricated by Systems Plus Lumber Co. Q�OFESS/ON T EOD �F2 P F W W C 75435 c m P* EXP. 03131/2018 OFCAU December 13,2016 A WARNING - Verfly design parameters end READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component. not �- e truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mire l.' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the t V� R fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPIl 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 Hai Ms CA 95610 Job Truss Truss Type Oty Ply ANDERSON (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 849225139 1512-073 M01A Monopitch 1 1 240 TCDL 15.0 Lumber DOL 1.15 BC 0.28 Vert(TL) Job Reference (optional) SYS 11 -Ms FLUS LUMtitK UU, ANUhK50N, GA 8.010 s Apr 20 2016 MiTek Industries, Inc. Tue Dec 13 10:54:45 2016 Page 1 ID:JpnVQzsosYmiO3GYkilk2AyRZOO-d6CMBytax6UCTwZ7wYrAF2P4drWpsekSyQ E2y9POe 7-10-7 7-10.7 A Scale = 1:14.6 20 II B 3x5 = 2x4 II LOADING (psi]SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) -0.06 C -F >999 240 TCDL 15.0 Lumber DOL 1.15 BC 0.28 Vert(TL) -0.26 C -F >360 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 A n/a n/a BCDL 10.0 Code IBC2012lrP12007 Matrix -MSH LUMBER- BRACING - TOP CHORD 2X6 DF SS G TOP CHORD BOT CHORD 2X4 DF No.1&Btr G WEBS 2X4 DF Stud/Std G BOT CHORD REACTIONS. (Ib/size) A=348/0-5-8, C=348/Mechanical Max Horz A=65(LC 7) Max Uplift A=-48(LC 4), C=-55(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-273/80 PLATES GRIP MT20 220/195 Weight: 30 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- (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) This truss has been designed for a 10.0 psf bottom chord live load nonconalrrent with any other live loads. 3) ' This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 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. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q\.k1 ESS/0n, 1 EOpO's�F2c LU LQ C 75435�a: n * EXP, 03/31/2018 I FOicrfk 1F December 13,2016 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEx' REFERENCE PAGE M11.7473 rev. 10/03/7015 BEFORE USE. ■■ Design valid for use only wlth MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not �- e 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 MiT®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexardria, VA 22314. Suite 109 Citrus Hal his. CA 95610 Job Truss Truss Type city Ply ANDERSON 3.5-3 Plate Offsets (X,Y)— fB:0-5-10.0-041 849225140 1512.073 M01G Monopitch Girder 2 2 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in Job Reference o tional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Tue Dec 13 10:54:46 2016 Page 1 ID:JpnVOzsosYmiO3GYkiik2AyRZ00-JxgaaUzV LE ELpcVIZd34iSaep 1 DZYHPthc9YmUygPOd -2.0.0 I 4-5-4 I 7.10.7 t 2-0-0 4.5-4 3.5-3 3x4 = 3x5 = 2.50 12 3x4 J F 2x4 11 2x4 II 40 = Scale = 1:18.3 LUMBER- BRACING - TOP CHORD 2X6 OF SS G TOP CHORD BOT CHORD 2X6 OF SS G WEBS 2X4 OF Stud/Std G BOT CHORD REACTIONS. (Ib/size) E=794/Mechanical, 8=727/0-7-8 Max Horz B=70(LC 22) Max Uplift E=-106(LC 8), B=-154(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-1500/163 BOT CHORD B -F=-162/1456, E -F=-162/1456 WEBS C -F=-10/555, C -E=-1516/184 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- (10) 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 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; VuIt=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 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent 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 61=1b) E=106, B=154. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 285 Ib down and 20 Ib up at 4-0-12, and 400 Ib down and 72 Ib up at 6-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) 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 (pif) Vert: A -D=-70, E -G=-20 December 13,2016 ,& WARNING - Vorffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev, 10/03/2015 BEFORE USE. ■ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANSIRPII Quality Criteria, OSS -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights CA 95610 4-5.4 3.5-3 Plate Offsets (X,Y)— fB:0-5-10.0-041 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) -0.01 F >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.16 Vert(TL) -0.03 F >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.16 HOrz(TL) 0.01 E n/a n/a BCDL 10.0 Code IBC2012rrP12007 Matrix -MSH Weight: 90 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 OF SS G TOP CHORD BOT CHORD 2X6 OF SS G WEBS 2X4 OF Stud/Std G BOT CHORD REACTIONS. (Ib/size) E=794/Mechanical, 8=727/0-7-8 Max Horz B=70(LC 22) Max Uplift E=-106(LC 8), B=-154(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-1500/163 BOT CHORD B -F=-162/1456, E -F=-162/1456 WEBS C -F=-10/555, C -E=-1516/184 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- (10) 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 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; VuIt=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 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent 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 61=1b) E=106, B=154. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 285 Ib down and 20 Ib up at 4-0-12, and 400 Ib down and 72 Ib up at 6-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) 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 (pif) Vert: A -D=-70, E -G=-20 December 13,2016 ,& WARNING - Vorffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev, 10/03/2015 BEFORE USE. ■ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANSIRPII Quality Criteria, OSS -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 ANDERSON 849225 140 1512-073 MO1G Monopitch Girder 2 2 Job Reference o tional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Tue Dec 13 10:54:46 2016 Page 2 ID:JpnVQzsosYm103GYkiik2AyRZQO-JxgaaUzVL EELpcVIZd34iSaep 1 DZYH Pthc9YmUy9POd LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: J= -285(B) K=-400(8) t. Job _ Truss Truss Type Qty Ply ANDERSON 849225 140 1512-073 MO1G Monopitch Girder 2 2 Job Reference o tional A WARNING - Vollry design paramefors and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473., 10/03/2015 BEFORE USE. r Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not e 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 ANSI7TPI1 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 Heights. CA 95610 I Job Truss Truss Type Qty LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP �Ply�ANDERSON 849225141 1512-073 M02 Roof Special 2 1 Lumber DOL 1.15 BC 0.18 Vert(TL) -0.06 F >999 180 BCLL 0.0 Job Reference optional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Tue Dec 13 10:54:47 2016 Page 1 I D:JpnVQzsosYmiO3GYkiik2AyRZQO-n8Dynf_76YMCRm4x7LaJFg7hKRZYH hUOvGv5lxy9POc I 5.1-14 I 5.11.11 i 10.0-0 l 2-0.0 5.1-14 0.9-13 4.0.5 5x8 11 2.50 12 3x5 = 2x4 4x4 = Scale = 1:22.6 Plate Offsets (X,Y)- (B:0-1-13 Edge] 5-1.14 4-10.2 ' LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.51 Vert(LL) -0.02 F >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.18 Vert(TL) -0.06 F >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.02 E n/a n/a BCDL 10.0 Code ISC2012frPI2007 Matrix -MSH Weight: 46 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 DF SS G *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, C -D: 2X4 OF No. 1&Btr G except end verticals, and 2-0-0 oc purlins (6-0-0 max.): C -D. BOT CHORD 2X4 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) E=531 /Mechanical, B=623/0-7-8 Max Horz B=40(LC 7) Max Uplift E=-86(LC 5), B=-156(LC 4) Max Grav E=531 (LC 1), B=624(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1035/156, D -E=-250/84 BOT CHORD B -F=-141/995, E -F=-156/976 WEBS C -E=-855/141 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25tt; Cal. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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) Refer to girders) 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) E except (jt=lb) B=156. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 67 Ib down and 52 Ib up at 5-11-13, and 208 Ib down and 112 Ib up at 8-0-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) 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 -C=-70, C -D=-70, E -G=-20 Q'?'OFESS/pN i EOpOs �Fyc W w� C 75435 �`Pc m Of A EXP, 03/3112018 ,t December 13,2016 AWARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component. not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall rat building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing l+ Is allays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the r A iTe k' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus He[ hls CA 95610 Job Truss Truss Type Ory Ply ANDERSON SYSTEMS PLUS LUMBER CO, ANDERSON, CA LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 0-128 1512-073 Job Truss Truss Type Ory Ply ANDERSON R49225141 1512-073 M02 Roof Special 2 1 Job Reference o tional 8.010 s Apr 20 2016 MiTek Industries, Inc. Tue Dec 13 10:54:47 2016 Page 2 1 D: J pnVQzsosYm 103GYkii k2AyRZOO-n 8 Dynq_76YM C R m4 x7 LaJ Fg 7h KRZYH h U OvGv5lxyg P Oo 4 - r ` ,& WARNING - Verfry dos/gn parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010.1/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing .MIT®k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777Greenback 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 ANDERSON (loc) Well L/d TCL( 20.0 Plate Grip DOL 849225142 1512-073 M03 Roof Special Girder 2 1 240 ' lumber DOL 1.15 BC 0.35 Vert(TL) Job Reference (optional) OTO I CMJ rLUO Lt1Mt5tK t.V, AhluCKDVN'',A 6.UlU s Apr 2U LUIb MI I ek Industries. Inc. Iue UBC 13 IU:b4:47 2U16 Page 1 ID:JpnVQzsosYmiO3GYkiik2AyRZQO-n8Dynq_76YMCRm4x7LaJ Fg7ogR WvHm8OvGv5lxy9POc • 3-11•ti •2 - 6-t-tt—I 2-0-0 3-1-14 Q - 2 0-8-1 2.2.0 3.10.5 Scale = 1:21.9 A 2.50 12 5x10 B G C H 5x6 = LOADING (psD SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d TCL( 20.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) -0.04 D -F >999 240 TCDL 15.0 lumber DOL 1.15 BC 0.35 Vert(TL) -0.16 D -F >730 180 BCL( 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 D n/a We BCD( 10.0 Code IBC2012/TPI2007 Matrix -MSH LUMBER - TOP CHORD 2X6 OF SS G BOT CHORD 2x10 DF SS G REACTIONS. (Ib/size) B=774/0-7-8,D=305/Mechanical Max Herz B=52(LC 19) Max Uplift B=-190(LC 4) Max Grav B=774(LC 1), D=318(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. J D PLATES GRIP MT20 220/195 Weight: 50 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. 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 capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) B=190. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 133 Ib down and 104 Ib up at 3-11-11, and 180 Ib down and 59 Ib up at 6-0-12, and 121 Ib down and 41 Ib up at 8-0-12 on top chord, and 38 Ib down at 2-0-12, 124 Ib down and 42 Ib up at 4-0-12, and 16 Ib down at 6-0-12, and 16 Ib down at 8-0-12 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 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 -E=-70, C -E=-30, B -D=-20 Concentrated Loads (lb) Vert: C=-180 E=-133 G= -19(B) H= -124(B) 1=-11(B) J= -11(B) okOF 1 C UQOs '<'\S wP C 75435 FSC m * EXP. 03131/2018 OF CAL1W December 13,2016 A WARNING - Verity design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI67473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see A4SlfTP11 Quality Criteria, OSB -89 and SCSI Building Component 7777Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Al-andria, VA 22314. Suite 109 Citrus Heights CA 95610 Job Truss Truss Type Qty Ply ANDERSON I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 R49225143 1512-073 M04 Half Hip 1 1 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.16 Vert(TL) -0.06 Job Reference o lional bYb I tMb F'LUb LUMt5tK UU, ANUtKbUN, UA "IU S Apr 2U LUIb MI I ex Inauslnes, Inc. i ue uec 13 1U:b4:4t1 2U1b Nage 1 '- ID:JpnVQzsosYm103GYkiik2AyRZOO-FKnK 97ItsU33wf7h25YotgwDqu209WA8weerNy9POb -2-0-05-" 5-10-8 I - 9-10.7 2-0-0 5-" - 0-10-8 3-11.15 A 5x8 11 2.50 3x5 = - .2x4 II { 4x4 = Scale = 1:22.4 LOADING (jos() SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.02 F >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.16 Vert(TL) -0.06 F -I >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.02 E n/a n/a BCDL 10.0 Code IBC20121TP12007 Matrix -MSH Weight: 45 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 OF SS G 'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, C -D: 2X4 OF No.1 &Btf G except end verticals, and 2-0-0 oc purlins (6-0-0 max.): C -D. BOT CHORD 2X4 OF No. I&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 OF Stud/Std G REACTIONS. (Ib/size) E=423/Mechanical, B=592/0-7-8 Max Horz B=39(LC 7) Max Uplift E=-58(LC 4), B=-147(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-904/101 BOT CHORD B -F=-81/866, E -F=-93/849 WEBS C -E=-769/90 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II: Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) 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) E except (jt=lb) B=147. 9) Graphical pudin representation does not depict the size or the orientation of the pudin along the top andlor bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 83 Ib down and 34 Ib up at 5-11-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) 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 -C=-70, C -D=-70, E -G=-20 QROFESS/ON� T EOD �Fyc W�LU iz, C 75435 �`0 EXP. 03/31/2018 OFCAO December 13,2016 ,& WARNING - Vanity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7477 rev. 1010312015 BEFORE USE. Design valid for use only with MITeW connectors. This design is based only upon parameters six wn, and Is for an Individual building component, not �- a buss system. Before use, the building designer must verify the applicability of design parameles and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MIT®k' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systdms, see ANSIrrPI1 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 Chrus Heights, CA 95610 Job Truss Truss Type Oty Ply ANDERSON CSI. DEFL. in floc) I/deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 849225144 1512-073 MOS Half Hip 1 1 Vert(TL) -0.11 F -I >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(TL) 0.01 E n/a n/a Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Tue Dec 13 10:54:49 2016 Page 1 ID:JpnVOzsosYm103GYkiik2AyRZ00-J WLjCV?Ne9cwg4EKEmcoK5C6NEDSlbgJ NaOCNpy9P0a l -2-0-0 _ _ 6-8-14 i 7-10-8 I 9.10.7 2-0-0 6-8.14 1.1.10 1.11.15 Scale = 1:22.4 4x5 40 2x4 II 6.5.6 -31 1.1-10 1.11.15 Plate Offsets (X,Y)— [B:0-2-5,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) -0.02 F -I >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.21 Vert(TL) -0.11 F -I >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(TL) 0.01 E n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH Weight: 46 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 DF SS G 'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc Purlins. C -D: 2X4 DF No. 1&Btr G except end verticals, and 2-0-0 cc purlins (6-0-0 max.): C -D. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) E=566/Mechanical, B=625/0-7-8 Max Horz B=56(LC 7) Max Uplift E=-101(LC 8), B=-157(LC 4) Max Grav E=568(LC 1),B=626(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-843/138, C -D=-810/151, D -E=-556/109 BOT CHORD B -F=-122/801 WEBS C -F=-252/114, D -F=-135/844 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=tIOmph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25f; 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. 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 (Jt=1b) E=101, B=157. 9) Graphical puffin representation does not depict the size or the orientation of the along the lop and/or bottom �OQt�kpFESS/pN T E000 e< �Fc pudin chord. 10) Hanger(s) or other connection device(s) be to load(s) 276 Ib Ib �Q o s0 shall provided sufficient support concentrated down and 148 up at 7-11-4 JQ� on top chord. The design/selection of such connection device(s) is the responsibility of others. o C 75435 n m 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Lu W Crn LOAD CASE(S) Standard *, EXP. 03/31/2018 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) P Vert: A -C=-70, C -D=-70, E -G=-20 Concentrated Loads (lb) OFCAU Vert: J=-178 December 13,2016 AWARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01111-7473 rev. 1010312015 BEFORE USE. R Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not p a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mire k' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heiqbh. CA 95610 Job Truss Truss Type Oty Ply ANDERSON (loc) I/deo Ud TCL20.0 Plate Grip DOL R49225145 1512-073 M06 Monopitch 10 1 240 TCDL15.0 Lumber DOL 1.15 BC 0.38 Vert(TL) Job Reference (optional) JTJICIVIJ t'LVJ LVIVIOCR VV, AIVUCKJVIV, VN -2-0-0 I J 2-0-0 3x8 = tf.UlU s Apr LU Lulb MI I eK Industries, Inc. 1 ue UeC 13 IVt4:49 2UIb Pagel ID:JpnVQzsosYm103GYklik2AyRZQO-JW LJCV7Ne9cwg4EKEmcoK5C 1 aEBulgeJNaOCNpy9POa 2.50 12 LOADING (psq SPACING- 2-0-0 CSI. DEFL. in (loc) I/deo Ud TCL20.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) -0.12 D -G >965 240 TCDL15.0 Lumber DOL 1.15 BC 0.38 Vert(TL) -0.47 D -G >247 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 B n/a n/a BCDL 10.0 Code IBC2012/TP12007 Matrix -MSH LUMBER- BRACING - Scale = 1:21.7 5.8 I I C PLATES GRIP MT20 220/195 Weight: 42 Ib FT = 20% TOP CHORD 2X6 DF SS 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 No.2 G BOT CHORD . Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) D=423/Mechanical, B=592/0-7-8 Max Horz B=89(LC 7) Max Uplift D=-65(LC 8), B=-144(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD C -D=-316/103 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) 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 lb uplift at joint(s) D except Qt=1b) B=144. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. E0p 0'9<Fy\ W w C 75435 NC m EXr P. 03/31/2018 /* December 13,2016 AWARNWG - Verfry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1,1II.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shows, and Is for an Individual building component not e truss system. Before use, the building designer must verify the applicability of design parameters end property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor 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 ANSIRPII 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 9$610 Job Truss Truss Type Oty Ply ANDERSON Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 849225146 1512-073 M07 Monopitch 8 1 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.20 Vert(TL) -0.13 Job Reference (optional) T S 1 cmS FLUS LWASER 00. ANDERSON, UA d.UIU s Apr 20 20i6 MiTek ex Industries, Inc. t ue UBC 13 10:54:0 201ti Page 1 I D:JpnVOzsosYm103GYkiik2AyRZ00-Bjv5PrO? PTkmIEpWoT81 tlilreZsU65TbE7lvGy9POZ -2-0-0 9-10.7 9.10.7 Scale = 1:21.7 4x4 c D 3x4 = 7-8-12 7 11- 9.10-7 7.8.12 0- •1 1-10-15 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in floc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.03 F-1 >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.20 Vert(TL) -0.13 F-1 >723 180 BCLL 0.0 Rep Stress Incr YES WB 0.11, Horz(TL) 0.00 - B n/a n/a BCDL 10.0 Code IBC2012ITP12007 Matrix -MSH Weight: 47 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, 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. REACTIONS. (Ib/size) B=483/0-7-8, F=532/0-5-8 Max Horz B=89(LC 7) Max Uplift B=-128(LC 4), F=-82(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS C -F=-561/169, D -F=-41/258 NOTES- (6) 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) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) F except (jt=1b) B=128. 6) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LyEs0p0 4w55�F\ sc m .r.©ry�.�,�,rwrl OFCALIF� - December 13,2016 ,A WARNING - Verify design parameter; and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 1010311015 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 Nit building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing R V I'Te 1.' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the M 1 Il fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPI1 Quality Criteria, OSB -89 and BCSI Building Component 7777Greenback 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 ANDERSON Plate Grip DOL 1.15 TC 0.07 Vert(LL) 0.01 F -I >999 240 MT20 220/195 TCDL 15.0 R49225147 1512-073 - T01 Common 8 1 WB 0.09 Horz(TL) 0.00 D n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH Job Reference (optional) SYS I EMS PLUS LUMBEK GU ANUEH50N, GA 6.010 S Apr 20 2016 MITek Industries, Inc. TUe Dec 13 10:54:51 2016 Page 1 I D:JpnVQzsosYmiO3GYkiik2AyRZQO-fvTTdB 1 dAnsdwOOIMBfGPW H U 12yJ DZgcqutJRiy9POY -1-0-0 5.0-0 I 10-0-0 111-0-0 1-0-0 5-0-0 5-0-0 1-0.0 Scale = 1:32.4 4x4 = r C A 3x4 = `"" " LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) 0.01 F -I >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.06 Vert(TL) -0.01 F -I >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 D n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH Weight: 61 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2X6 DF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) B=520/0-3-8, D=520/0-3-8 Max Horz B=119(LC 7) Max Uplift B=-54(LC 8), 0=-54(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-471/73, C -D=-471/73 BOT CHORD B -F=0/306, D -F=0/306 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, D. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q,?,OF ESS/OcoN wPC 75435 �`P� LU n i * EXP. 03/31/2018 December 13,2016 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/1015 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 �- e truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall WOW building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A 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 ANSIfTPl1 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 el his CA 95610 Job Truss Truss TypeOty SPACING- 2-0-0 Ply ANDERSON PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.02 Vert(LL) - -0.00 J • n/r 120 R49225148 1512-073' TO1G GABLE 2 1 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 J n/a n/a BCDL 10.0 Job Reference( ptional) ' 5Y6 1 EM5 PLUS LUMULR GO, ANDERSON, GA 8.010 s Apr 20 2016 MiTek Industries, Inc. Tue Dec 13 10:54:51 2016 Page 1 ID:JpnVQzsosYmiO3GYklik2AyRZOO-fvTTdB 1 dAnsdwOOiMBfGPW HV02y7DadcqutJ Riy9POY -1-0-0 I 5-0-0 I 10-0.0 111-0-0 1.0.0 5-0-0 5-0-0 1.0-0 • Scale: 3/8"=V 4x4 F Plate Offsets (X,Y)— [F:0:2-O,Edge) LOADING (ps() SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.02 Vert(LL) - -0.00 J • n/r 120 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.01 Vert(TL) -0.00 J n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 J n/a n/a BCDL 10.0 Code IBC20121TPI2007 Matrix -SH Weight: 72 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 DF SS 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. OTHERS 2X4 DF Stud/Std G REACTIONS. All bearings 10-0-0. (lb) - Max Horz B=-119(LC 6) Max Uplift All uplift 100 Ib or less at joints) B, J, L, M, 0, P Max Grav All reactions 250 Ib or less at joint(s) B, J. 0, N. L, M, 0, P FORCES. (Ib) - 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; 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry , Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, J, L, M, 0, P. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q,?,OFESS/ONS T E000s �F2 "w . C 75435 sc A LU EXP. 03/31/2018 * OF December 13,2016 ® WARNING- V0rf/y design peramatara and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 011I1.7473 mv. 1010312015 BEFORE USE. ■■ Design valid for use only with MiTek® connectors. This design is based only upon parameters shorn, 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 Ihfs design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the � V fabrication, storage, delivery, erection and bracing of trusses and truss systems, see gN3LTPi1 Quality Criteria, DSB-69 end SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hal his. CA 95610 Job Truss Truss Type Oly PlyANDERSON DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 849225149 1512-073 T02 Common 2 1 Lumber DOL 1.15 BC 0.05 Vert(TL) -0.01 D -J >999 180 Job Reference (optional) SYSTEMS PLUS LUMBER CO. ANDERSON, GA tl.01V s Apr 20 2016 MITek Industries. Inc. Tue Dec 13 10:54:52 2016 Page 1 ID:JpnVOzsosYmiO3GYkiik2AyRZ00-851rgX2Gw4 UXXzvwuAVyjggESloyO9m3Ycs_8ygPDX 4-6.8 } 9-1-0 1 4-6-8 4-6-8 Scale: 3/8"=1' 4x4 = B D 4x8 I I 2x4 I I 4x8 11 C LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) -0.00 D -J >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.05 Vert(TL) -0.01 D -J >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 A n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH Weight: 52 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 DF SS 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 I WEDGE Lett: 2x4 DF Stud/Std -G, Right: 2x4 DF Stud/Std -G REACTIONS. (Ib/size) A=409/Mechanical, C=409/Mechanical Max Horz A=-90(LC 4) Max Uplift A=-26(LC 8), C=-26(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-412/78, B -C=-412/77 BOT CHORD A -D=-5/254, C -D=-5/254 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. 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 chard 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) A, C. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. December 13,2016 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M167473 rev. 10/03/2015 BEFORE USE. ■- Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component. not � a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web end/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 RiTek* fabrication, storage, delivery, erection and bracing of trusses and truss systems, sae ANSIITPII 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 Heinills. CA 95610 Job Truss Truss Type City Ply ANDERSON (loc) Well Ltd TCLL 20.0 Plate Grip DOL 849225150 1512-073 T03 Common 9 1 240 TCDL 10.0 Lumber DOL 1.15 BC 0.04 Vert(TL) Job Reference (optional) bYb l tMb F'LUb LUMStK GU, ANUtHSUN, GA - 8.010 5 Apr 20 2016 MiTek Industries, Inc. Tue Dec 13 10:54:53 2016 Page 1 I D:J pn VOzsosYmiO3GYkl ik2AyRZOO-cl bD2t2u h 06L9hY5Tch kVxNg4 re4 hTRv I C M P W ay9PO W 4.6-8 1 9-1-0 4-6-8 4-6.8 Scale: 3/8"=1' 40 = B D 4x8 I I 2x4 I I 4x8 11 LOADING (psf) A 2-0-0 CSI. B D 4x8 I I 2x4 I I 4x8 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ltd TCLL 20.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) -0.00 D -J >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.04 Vert(TL) -0.01 D -J >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 A n/a n/a BCDL 10.0 Code ISC2012frP12007 Matrix -MSH LUMBER- BRACING - PLATES GRIP MT20 220/195 Weight: 52 Ib FT = 20% TOP CHORD 2X6 OF SS 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. WEBS 2X4 OF Stud/Std G WEDGE Left: 2x4 OF Stud/Std -G, Right: 2x4 OF Stud/Std -G ,REACTIONS. (Ib/size) A=363/Mechanical, C=363/Mechanical Max Horz A=-90(LC 4) Max Uplift A=-26(LC 8), C=-26(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-363/78, B -C=-363/77 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. 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 joint(s) A, C. 8) WARNING: Engineering Is void unless truss is fabricated by Systems Plus Lumber Co. OeROFESSr IE000:1�s�Fy P F I�rwC 75435 (PLU 75435 rn y * EXP, 0313112018 - - �OFCALIF,J December 13,2016 ® WARNING - Verify doslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rov. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• building 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, 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 I Job Truss Truss Type Oty PlyANDERSON I- 1-9-14 1 4-8-2 1 84-6 1 12.1.14 14-1.11 1-9-14 2.10.4 3.8.3 R49225151 1512-073 � W01 CORNER RAFTER 2 1 rA B ' - 'SS G Job Reference optional J T J 1 C.A0 PLUS LUMBER 00, ANDERSON, CA 6.010 s Apr 20 2Ulti MI I eK Industries, Inc. I ue D0c 13 10:54:54 2016 Page 1 ID:JpnVOzsosYm103GYkiik2AyRZOO-4 U9cFD3WSiECnr6H 1 JCz 18v_BFzzOxt2 Ws5z21 y9POV I- 1-9-14 1 4-8-2 1 84-6 1 12.1.14 14-1.11 1-9-14 2.10.4 3.8.3 3-9-8 1-11.13 • Scale = 1:23.7 rA B ' 1.77 12 'SS G C D • � - E - F �m THIS TRUSS IS DESIGNED TO SUPPORT ONLY 2'-0" r OF UNIFORM LOAD AS SHOWN. 2-10-14 1 5.8.13 14.1.11 2.10-14 2-9.15 8.4-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL.- in (loc) I/deb Ud PLATES GRIP TCLL ' 20.0 Plate Grip DOL 1.15 TC 0.09 Vert(LL) -0.00 C -D >999 240 TCDL 15.0 Lumber DOL 1.15 BC 0.00 Vert(TL) -0.01 C -D >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 . E n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH Weight: 31 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 OF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-3-8 except (jt=length) B=0-2-2. (lb) - Max Horz A=-81 (LC 5) Max Uplift All uplift 100 lb or less at joints) A, B, C, D except E=-156(LC 5) 4 Max Grav All reactions 250 lb or less at joint(s) A, B, C, D except E=324(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (9) 1) Wind: ASCE 7-10; Vul1=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=2511; 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 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. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) B. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, B, C. D except (jt=1b) E=156. 6) Beveled plate or shim required to provide full bearing surface with truss chord all joint(s) A, B, C, D, E. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 24 Ib down and 21 Ib up at 2-9-10 on top chord. The design/selection of such connection device(s) is the responsibility of others. 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 -F=-70 r Q�kOFESS/pN T EODC)uu �F2 w�C 75435 �(P A P * EXP. 0313112018 OFCALW December 13,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, end 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 A building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 1 ITBk• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the V I fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrTPIt Quality Criteria, 058.89 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 PlyANDERSON PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) 0.00 B -C >999 240 R49225152 1512-073 W02 Rafter 1 1 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a Job Reference (optional bTb I CMJ I'LUb LUMtltK UU, ANUtKbUN, L:A A B 6.U1U S Apr 20 ZU16 Mi l ek Industries, Inc. Tue Dec 13 10:54:54 2015 Page 1 ID:JpnVQzsosYm103GYkiik2AyRZC)0 4U9cFD3WSiECnr6H1JCzl8vzYFzzQxt2Ws5z21y9POV 6-10-10 6-10-10 r 1.77 12 C THIS TRUSS IS DESIGNED TO SUPPORT ONLY 2'-0" OF UNIFORM LOAD AS SHOWN. D Scale = 1:13.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 'I/deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) 0.00 B -C >999 240 TCDL 15.0 Lumber DOL 1.15 BC 0.00- Vert(TL) 0.01 B -C >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH Weight: 15 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 OF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) B=66/0-2-2, C=376/0-2-2 Max Horz B=34(LC 4) Max Uplift B=-38(LC 4), C=-119(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)' This truss has been designed for 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. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) B, C. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B except Qt=lb) C=119. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) B. C. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. PROFESS/pN TEOpOs�F2 P F G wC 75435 c M EXP. 03/31/2018 OFCNJ December 13,2016 A WARNING - Verify, design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rov. 10/03/2015 BEFORE USE. Design valid for use only with MITekG�t connectors. This design is based only upon parameters shown, and is for an individual building component, not �- e 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 r MiTek- is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing or trusses and truss systems, see ANSIfTPIT Quality Criteria, OSO-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Suite 109 Citrus He Ights CA 95610 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION ♦ 4- 1 � " Center plate on joint unless x, y indicated. 6-48 dimensions shown in ft -in -sixteenths (Drawings not to scale) I Failure to Follow Could Cause Property Damage or Personal Injury offsets are Dimensions are in ft -in -sixteenths. I Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. J� TOP CHORDS diagonal or x -bracing, is always required. See SCSI. 0'116�� ci-2 c2.3 2. Truss bracing must be designed by an engineer. For —IFm WEBS qa wide Wss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considereof Ac4. V =3. Never exceed the design loading shown and never a V stack materials on inadequately braced Wsses. OF p 4. Provide copies of this truss design to the building cr-a csr I– For 4 x 2 orientation, locate designer, erection supervisor, property owner and BOTTOM CHORDS plates 0- 'r16' from outside all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. ' Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 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 -1311, ESR -1352, ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER -3907, ESR -2362, ESR -1397, ESR -3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and 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 pudins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing at ft spat BEARING established by others. h or less, if no ceiling is installed, unless otherwise noted. 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. _— ¢a 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: Nil 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, MiTek_ 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate. Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015