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HomeMy WebLinkAboutB16-2467 000-000-000O'Sullivan Engineerrng 542 N. Adams Drive Mt. Shasta, Ca 96067 (530) 94 1-8272 Dave * Leanne Fowler 1 558 7`h Street Oroville, Ca 95965 APN: 03 1-282-057 2/27/17 ' Protect Truss 5ubmlttal DECEIVED MAR 0.9 2017 Ria ARID ASSOCIATES Dear Mr. Fowler, I have reviewed the project truss submittal dimensions with the project plans and found them to be in substantial conformance. No other analysis is implied or, given. The project truss Submittal is a standalone portion of the project plans and calculations designed and stamped by a California Professional Engineer. The truss calculations submittal was not differed and was submitted with the original project calculations and plans submission. If you have any further duestions please contact me immediately. 51ncerely; .......__.........,:_.........:...__.__.. - - ..-....-.._-........,-.:._.._.......,._..__..:.._.__.........--.......... --:. _-....._.........r.._. .............. ... _.....-... -B _ j JTT COUNTY _ __... __ ._ .._. -.:. ....:_...:.......:_............................. ........_,.......... $..2.0.11...,............. FEB ...2. - Andrew J. O'Sullivan, R.F. 'DEVELOPMENT LIC. # 645 16, EXPIRES 06/30/ 1 7 SERVICES 1 (� PERMIT # I (U ' 04 1 (�\ � I BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CO E C PLI DATE BY ' r I CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Fowler Home Calculation Date/Time: 18:23, Thu, Sep 22, 2016 Calculation Description: Fowler Home Input File Name: Fowler Home.ribd RECEIVE® CFIR-PRF-01 Page 1 of 11 NOY 10 2016 GENERAL INFORMATION - 1115 AND ASSOCIATES 01 Project Name Fowler Home —41 r F;A 02 Calculation Description Fowler Home 08 * x 03 Project Location 1558 7Th St Compliance Margin ' 04 City Oroville Ca 05 Standards Version Compliance 2015 06 Zip Code 95965 07 Compliance Manager Version BEMCmpMgr 2013-4b (433) 08 Climate Zone CZ11 09 Software Version CBECC-Res 2013-4b (812) 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 270 12 - Project Scope Newly Constructed 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (fie) 2692 15 Number of Zones 1 16 Slab Area (if) 0 17 Number,,of Stories 2 18 Addition Cond. Floor Aiea N/A 19' Natural Gas Available Yes 20 Addition Slab AreaY(ft?)' N/A 21 Glazing Percentage (%) 10.3% COMPLIANCE RESULTS rr� ENERGY USE SUMMARY 01 Building Complies with ComputeiPerformanae ',"tr "` r)) —41 r F;A ii - _T -T 4i.i'.�. :t fi 02 This building Incorporates�fea s that require field tesIR ung%.and/or eritication by w ertifieclMERS rater mnder th supero Ino pprov'e' E S provider. 03 This building incorporates one or�more Special Feaytures�shown,below — � 08 * x 19-2017 tr' -11 *..� 'iw„ Ir -14 . ICY%. Compliance Margin ' ��,,,MAR ... .�.nr ACAs -ron Amn ASSnr--IATF4; - BUTTE coui��nQ P Nr�®v®u l/ l l L s COUNTY REVIEWED V FOR �f Lo CODE M PLIA NOV 0 7 2016 Re istiation Number: 216-N0352142A-000000 istrRibn Date i 2016-09-2218:29:41 U E V E L vider: Ca10ERTS inc. g ��e9a � (% 1 � ���� o r' ��� _ CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 S E R V I C 9®ort Generated at: 2016-09-2218:25:16 ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDV/ft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating t; 24.07 20.58 3.49 14.5% Space Cooling °42.93' 45.38 -2.45 -5.7% IAQ Ventilation 0.98 0.98 0.00 0.0% Water Heating 10.88. 9.11 1.77 16.3% Photovoltaic Offset — 0.00 0.00 — Compliance Energy Total 78 76.05 2.81 3.6% BUTTE coui��nQ P Nr�®v®u l/ l l L s COUNTY REVIEWED V FOR �f Lo CODE M PLIA NOV 0 7 2016 Re istiation Number: 216-N0352142A-000000 istrRibn Date i 2016-09-2218:29:41 U E V E L vider: Ca10ERTS inc. g ��e9a � (% 1 � ���� o r' ��� _ CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 S E R V I C 9®ort Generated at: 2016-09-2218:25:16 PM CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Fowler Home Calculation Date/Time: 18:23, Thu, Sep 22, 2016 Calculation Description: Fowler Home Input File Name: Fowler Home.ribd REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. • Window overhangs and/or fins CFI R -PRF -01 Page 2 of 11 HERS FEATURE,SUMMARY 01 The following is a summary of the features that must be field -verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building components tables below. 04 Building -level Verifications: 06 • IAQ mechanical ventilation Cooling System Verifications: BUTTE COU !"41T ow • MiniRefrmerantCum Charge • Refrigerant Charge BUILDING DIVISION • FanEfficacy Watts/CFM HVAC Distribution System Verifications: Number of Zones • Dud Sealing Number of Water Heating Systems Domestic Hot Water System Verifications:. A, 2692 • —None !- 3 ENERGY DESIGN RATING This is the sum of the annual TDV energy 6or'sumption-foi_,erie6rgy use"coinponentsinctud ed in�the performance=compliance appioacch for the Standard Design Building (Energy Budget) and the annual TDV energy consumption for lighting and components,not.regulated; by Title'24 Part 6, (such as dom}estic appliiances:and consumker electronics) and accounting for the annual TDV energy offset by an on-site renewable energy system../ `%< Reference„Energy Use �, , 51 Energy Design Rating Margin Percent improvement Total Energy (kTDV/f2-yr)' x123.64 120.83 ,o A 2.81 2.3% includes calculated Appliances and Miscellaneous Energy Use (AMEU) BUILDING - FEATURES INFORMATION 01 02 03 04 05 06 07 Project Name Conditioned Floor Area (ft2) Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems Fowler Home 2692 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 Conditioned Conditioned HVAC System 2692 10 DHW System 1 Registration Number: 216-N0352142A-000000000-0000 Registration Date/rime: 2016-09-2218:29:41 HERS Provider: CaICERTS Inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-09-22 18:25:16 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Fowler Home Calculation Date/Time: 18:23, Thu, Sep 22, 2016 Calculation Description: Fowler Home Input File Name- Fowler Home.ribd CFI R -PRF -01 Page 3 of 11 OPAQUE SURFACES 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Anea (ft2) Window & Door Area (W) Tilt (deg) Wall -Front Conditioned Ext Wall R-19 270 Front 600 112 90 Wall -Left Conditioned Ext Wall R-19 0 Left 430 22 90 Wall -Right Conditioned Ext Wall R-19 180 Right 385 10 90 Wall -Back Conditioned Ext Wall R-19 90 Bads .706 152.03 .. 90 HouseToGarage Conditioned—Garage IntWall R-19 220 18 KneeToGarAttic Conditioned»Garage IntWall R-19 200 Bonus Rm Left Conditioned»Attic IntWall R-19 200 Bonus Rm Right Conditioned»Attic IntWall R-19 200 Ceiling (below attic) 1 rL Conditioned I[Y� T24-2013 R38 ClgBlwAttic Cons 1 2692 Floor Over Crawlspace 1 /Conditioned R19 2x6 FlrOvrCravA 2342 FloorCiverGarage C d6nbitiorie i»Garage ;s .a-- Fir Over Gar 350 Garage Wall Front Garage;: "' -, Gar�age�Ext Wall 3 X270 R Front 324 128 90 Garage Wall Left }Garage Garage Ext Wall=3 �0, f l f"(e 300 90 Garage Wall Right Garage Garage;Ext Wal! 3 '`# X180 Aigl t � i # 34.4 20 90 Garage Wall Balk Garage k Jr_ Garage Ext Wall -3 I "^ 90� Back [ 60 90 Gar Ceiling Garage Gar Ceiling R-19 ^ . 350 ATTIC 01 02 03 04 05 06 07 08 Name Construction Type Roof Rise Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Attic Attic Roof RB Ventilated 9 0.1 0.85 Yes No Gar Attic Attic Roof RB Ventilated 12 0.1 0.85 Yes No IIN Registration Number: 216-N0352142A-000000000-0000 Registration Date/rime: 2016-09-2218:29:41 HERS Provider: CaICERTS Inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-09-22 18:25:16 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Fowler Home Calculation Description: Fowler Home Calculation Datefrime: 18:23, Thu, Sep 22, 2016 Input File Name: Fowler Home.ribd CFI R -PRF -01 Page 4 of 11 WINDOWS 01 02 03 04 05 08 1 07 08 09 10 Name Type Surface (Orientation -Azimuth) Width (ft) Height (ft) Multipli er Area (ftp) 1.1 -factor SHGC Exterior Shading F1 Window Wall -Front (Front -270) 3.0 5.0 1 15.0 0.32 0.25 Insect Screen (default) F2 Window Wall -Front (Front -270) 3.0 1.0 1 3.0 0.32 0.25 Insect Screen (default) F3 Window Wall -Front (Front -270) 1.0 6.0 1 6.0 0.32 0.25 Insect Screen (default) F4 Window Wall -Front (Front -270) 6.0 1.0 1 6.0 0.32 0:25 Insect Screen (default) F5 Window Wall -Front (Front -270) 1.0 6.0 1 6.0 0.32 0.25 Insect Screen (default) F6 Window Wall -Front (Front -270) 3.0 5.0 1 15.0 0.32 0.25 Insect Screen (default) F7 Window Wall -Front (Front -270) 3.0 1.0 1 3.0 0.32 0.25 Insect Screen (default) F8 Window A Wall -Front (Front -270) 3.0- 5.0 1 15.0 0.32 0.25 Insect Screen (default) F9 Window LA Wall -Front (Front -270) 3.0 1.0 1 3.0 0.32 0.25 Insect Screen (default) F10 Window Wall -Front (Front -270) - - 1 20.0 0.32 .0.25 Insect Screen (default) L1 Wndow,; ~� "" Wa11-Le_ft.(Left-0) - - 1 7.0 0.32 0.25 Insect Screen (default) L2 Window -* Wall -Left (Left-0)al rgtm p Xj, 1 15.0 0.32 0.25 Insect Screen (default) R1 Window ' WaII Right (Righf-�18q) # - `g 1 &�' i'0.0 0.32 0.25 Insect Screen (default) 61 Window r )( Wall-Bacckk (B,ack 90) � V 3�0 *n! F5;0 L 1 - 1 1.5A 0.32 0.25 Insect Screen (default) E B2 Window ` " Wall -Back (Baric-90)°,� <Z C> p &011 ? F r5�0 1- il- .,,,"1x15.0 0.32 0.25 Insect Screen (default) B3 Window * Wall -Back (Bads -90) y 3.0- 1.0 1 3.0 0.32 0.25 Insect Screen (default) B4 Window Wall -Back (Back -90) 3.0 5.0 1 15.0 0.32 0.25 Insect Screen (default) B5 Window Wall -Back (Back -90) 3.0 1.0 1 3.0 0.32 0.25 Insect Screen (default) B6 Window Wall -Back (Back -90) 3.0 6.7 1 20.0 0.32 0.25 Insect Screen (default) B7 Window Wali -Back (Back -90) . 3.0 1.0 1 3.0 0.32 0.25 Insect Screen (default) B8 Window Wall -Back (Back -90) 4.0 3.0 1 12.0 0.32 0.25 Insect Screen (default) B9 Window Wall -Back (Back -90) 4.0 1.0 1 4.0 0.32 0.25 Insect Screen (default) B10 SGD Window Wall -Back (Back -90) 6.0 6.7 1 40.0 0.32 0.25 Insect Screen (default) B11 Window Wall -Back (Back -90) 6.0 1.0 1 6.0 0.32 0.25 Insect Screen (default) B12 Window Wall -Back (Back -90) 4.0 4.0 1 1 16.0 1 0.32 0.25 Insect Screen (default) Registration Number: 216N0352142A400000000-0000 Registration Date/Time: 2016-032218:29:41 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - MR -03112016-433 BUTTE COUNTY BUILDING DIVISION APVD .HERS Provider: CaICERTS inc. Report Generated at: 2016-09-22 18:25:16 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Fowler Home . Calculation DaterTime: 18:23, Thu, Sep 22, 2016 Calculation Description: Fowler Home Input File Name: Fowler Home.ribd CFI R -PRF -01 Page 5 of 11 DOORS 01 02 :_ ,. 03, 04 Name - Side of Building Area (ft2) U -factor Entry Door Wall -Front 20.0 0.50 ToGarage HouseToGarage - 18.0 0.50 - Car Door. Garage Wall Front 128.0 1.00 Gar Door Garage Wall Right 20.0 - 0.50 IttRTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Fowler Home Calculation Date/Time: 18:23, Thu, Sep 22, 2016 Calculation Description: Fowler Home Input File Name: Fowler Home.ribd CFI R -PRF -01 Page 6 of 11 OVERHANGS AND FINS 01 02 03 1 04 1 05 _ 06 07 08 1 09 1 10 11 12 13 1 14 Overhang Left Fin Right Fin Window Depth Dist Up Left. Extent Right Extent Flap Ht. Depth Top Up Disti- Bot Up Depth Top Up Dist R Bot Up F1 2 2 2.5 2.5 0 0 0 0 0 0 0 0 0 F2 2 1 2.5 2.5 0 0 0 0 0 0 0 0 0 F3 8 2 21 4 0 0 0 0 1 0 .0 0 0 0 F4 8 1 17.5 5.5 0 0 0 0 0 0 0 10 0 F5 8 2 16 9 0 0 0 0 0 0 0 0 0 F6 8 2 7.5 15.5 0 0 0 0 0 0 0 0 0 F7 8 1 7.5 15.5 0 0 0 0 0 0 0 0 0 F8 8 2 4 19 0 0 0 0 0 0 0 0 0 F9 8ti� ,. 1 .4 19 0 0 0 0 0 0 0 0 0 131 'qC:Z°" 2 `" 2— 57� „ 10 0 0 0 0 0 0 0 0 0 B2 y`�12 , 2 50 2d„ � 0� �0, 0� 0 0 0 0 0 0 63 12 1 50 2 U 0 0 0 0 0 0 0 0 X 12x_2 47a 11 5:5 OvY 0 a 0 0 0 0 0 0 0 B5 12'1 1_'47 5.5C r -O., c e 0 v i P 0,---., 0 0 0 0 0 0 B6 12 2' - 43 `9.5 0 Y ' y"` U 0" `r i"- 0" 0 0 0 0 0 B7 12 1 43 9.5 0 0 0 0 0 0 0 0 0 88 12 1 34.5 17 0 0 0 0 0 0 0 0. 0 69 12 1 34.5 17 0 0 0 0 0 0 0 0 0 B10 SGD 12 2 17 34.5 0 0 0 0 0 0 0 0 0 B11 12 1 17 34.5 0 0 0 0 0 0 0 0 0 B12 1 12 2 1 50.5 0 0 0 0 0 0 0 0 0 BUTTE COUNTY BUILDING DIVISIO APPROVIED1 Registration Number: 216-N0352142A-000000000-0000 Registration Date/Time: 2016-09-2218:29:41 HERS Provider: CaiCERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-09-22 18:25:16 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Fowler Home Calculation Description: Fowler Home Calculation Date/Time: 18:23; Thu, Sep 22, 2016 Input File Name: Fowler Home.ribd CF1R-PRF-01 . Page 7of11 OPAQUE SURFACE CONSTRUCTIONS 01 ( 02 03 04 05 06 07 Total Cavity Winter Design Construction Name. Surface Type Construction Type Framing R -value U -value Assembly Layers • Floor Surface: Carpeted Floors Over Floor Deck: Wood Siding/sheathing/decking R19 2x6 FlrOvrCrawl Crawlspace Wood Framed Floor 2x6 Q 16 in. O.C. R 19 0.049 Cavity/Frame: R -19/2x6 • Floor Surface. Carpeted • Floor Deck: Wood Siding/sheathing/decking • Cavity/Frame: R -19/2x12 Fir Over Gar Interior Floors Wood Framed Floor 202 (a3 24 in. O.C. R 19 0.043 Ceiling Below Finish: Gypsum Board • Inside Finish: Gypsum Board • Cavity/ Frame: R-19 / 2x6 IntWall R-19 Interior Walls Wood Framed Wall 2x6 Q 16 in. O.C. R 19 0.067 Other Side Finish: Gypsum Board • Inside Finish: Gypsum Board T24-2013 R38 CIgBIwAttic Cons 1 Ceilings (below attic) f Wood Framed Ceiling 2x12 @ 24 in. O.C. R 38 0.026 Cavity/Frame: R -29.2/2x12 Over Ceiling Joists: R-8.8 insul. `- - .r Inside Finish: Gypsum Board Cavity/ Frame: no insul. / 2x6 :5or,W�alls =Ilk• Exterior Finish: Wood Garage Ext Wall 3 Wood Framed Wall' . �6z@Rti16t ins• O.fC. noneq 0 8N A0:290 Siding/sheathing/dedang _. Cavity/ Frame: no insul. / 2x4 Top Chid td _^• 2x4 To Chdrd'of.Roof Truss` 24` p' 1 Roof Wood Sidin sheathin dedan 9/ g/ 9 Attic Roof RB Attic Roofs Framed Ceiling: in. O"C. i,^' none" t .K yi t ,w O 644 v. Roofing: Light Roof (Asphalt Shingle) Ceilings (below Inside Finish: Gypsum Board Gar Ceiling R-19 attic) Wood Framed Ceiling 2x12 aQ 24 in. O.C. R 19 0.035 • Cavity/Frame: R -19.0/2x12 • Inside Finish: Gypsum Board • Cavity/Frame: R -19/2x6 • Exterior Finish: Wood Ext Wail R-19 Exterior Walls Wood Framed Wall - 2x6 @ 16 in. O:C. R 19 0.069 Siding/sheathing/decking BUILDING ENVELOPE - HERS VERIFICATION 01 02 03 04 Quality Insulation Installation (011) Quality Installation of Spray Foam Insulation Building Envelope Air Leakage CFM50 Not Required Not Required Not Required — Registration Number: 216-N0352142A-000000000.0000 Registration Date/rime: 2016.09-2218:29:41 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 BUTTE COUNTY BUILDING DIVISION HERS Pvovdde�r'. P C�a-ICER _ inc. Report Generated at: 2016-09-2218:25:16 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Fowler Home Calculation Date/Time: 18:23, Thu, Sep 22, 2016 Calculation Description: Fowler Home Input File Name: Fowler HomeAbd CFI R -PRF -01 Page 8 of 11 WATER HEATING SYSTEMS 01 02 03 04 05 06 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction DHW System 1 -1/1 DHW Standard Water Heater 1 1 - none - WATER HEATERS -01 02 03 04 05 06 07 08 Name Heater Element Type Tank Type Tank Volume (gal) Energy Factor or Efficiency Input Rating Tank Exterior Insulation R -value Standby Loss (Fraction) Water Heater 1 Natural Gas Small Instantaneous 50 • 0.82 40000-Btu/hr 0 A WATER HEATING -HERS VERIFICATION . ,'. 01 l/ X02 03 04 05 06 07 -C Name -7 -. 1 wM.. `.,� Pipe lnsulation,. "Parallel Piping Compact Distribution Polnt-of Use Recirculation Control Central DHW Distribution DHW System 1 -1/1 Other Heating and Cooling System Heating System S It Syste I rem Central Fan MTV Distribution System I; r/ 4% t6. -..W. 1.F t'&. 1'E"'-"'- I 0. SC: —0. t.6 4i•. ;1d .ff SPACE CONDITIONING SYSTEMS '�e''"mo V*ej U t�== 0 U u " U 01 N4 02 HE R S o R I ' I IND 05 06 SC Sys Name System Type Heating Unit Name Cooling Unit Name Fan Name Distribution Name HVAC System Other Heating and Cooling System Heating System S It Syste I rem Central Fan MTV Distribution System HVAC - HEATING UNIT TYPES D U'.I LU I N U U J V J 0 J U J\J 01 02 Ps p �ig= n 03 Name Type - "0 Efficiency Heating System CnMFumace - Fuel -fired central furnace 95 AFUE HVAC - COOLING UNIT TYPES 01 02. 03 04 05 06 07 Name System Type Efficiency EER SEER Zonally Controlled Mult"peed Compressor HERS Verification Split System SplitAirCond 11.7 14 Not Zonal Single Speed Split System -hers -cool Registration Number: 216-N0352142A-000000000-0000 Registration Date/Time: 2016-09.221829:41 HERS Provider: Ca10ERTS Inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFIR-03112016-433 Report Generated at: 2016-09.2218:25:16 7 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD 4 Project Name: Fowler Home ; Calculation Date/Time: 18:23, Thu, Sep 22, 2016 Calculation Description: Fowler Home Input File Name: Fowler Home.ribd CFI R -PRF -01 Page 9 of 11 HVAC COOLING - HERS VERIFICATION 01 02 03 04 05 06 . - Name Verified Airflow Airflow Target Verified EER Verified SEER Verified Refrigerant Charge Split System -hers -cool Required - 350 Not Required Not Required Required HVAC - DISTRIBUTION SYSTEMS 01 '02 03 04 05 06 07, Name Type , Duct Leakage Insulation R -value Duct Location Bypass Duct ' HERS Verification Distribution System DuctsAttic '- _ Sealed and tested 8 Attic None Distribution System -hers -dist HVAC DISTRIBUTION -HERS VERIFICATION 01 02 03 •04 05 06 07 08 Name Duct Leakage .+.- . Verfflcation Duct Leakage Target,(/.) ..� Verified Duct E Lo!- _olio•'.Design Verified Duct , Buried Ducts Deeply Buried Ducts Low -leakage Air Handler Distribution System -hers -dist Requir - 6.0 Not Reglii�ed Not Required Not:Required Not Required — ate:-:� ���-�:rrw ra r.a:•� z� ��s.>:��:f: s � za a�s•� r HVAC -FAN SYSTEMS 14x N �" ' 01 / : C. f6i M f (0'3 $"'�. 04 Name Type Fan Power (Wat1s1CFM) - HERS Verification Central Fan Single Speed PSC Furnace Fan 0.58 Central Fan-hers4an HVAC FAN SYSTEMS - HERS VERIFICATION 01 02 03 Name Verifled Fan Watt Draw Required Fan Efficiency (Watts/CFM) Central Fan -hers -fan Required 0.58 IAQ (Indoor Air Quality) FANS -� 01 02 03 04 05 06 Dwelling Unit ' IAQ CFM IAQ Watts/CFM IAQ Fan Type IAQ Recovery Effecthreness(�o) HERS Verification ' SFam IAQVentRpt • 56.92 0.25 Default 0 Required - B1i.171�i1eE� C�Ol�Nc��"���,�- ��� ��" Registration Number: 216N0352142A-000000000.0000 Registration Date/Time: 201609-22 18:29:41 HERS Provide7r " ° CatCERTS Inc. � � .�+� ,f Ate' t� ' CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Re ort Generat,-"d t; 2016 09-22 18:25:16 11ERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Fowler Home Calculation Date/Time: 18:23, Thu, Sep 22, 2016 Calculation Description: Fowler.Home . Input File Name: Fowler Home.ribd Registration Number: 216-N0352142A-000000000-0000 Registration Date/Time: 2016-09-2218:29:41 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 CFI R -PRF -01 Page 10 of 11 BUTTE COUNTY BUILDING DIVISION �0 V HERS Provider: CaICERTS inc. Report Generated at: 2016-09-22 18:25:16 i 1 r z 1.11� i 7 2 7r l,.y' \.,;�.- i. ti. ;ct ifT �`F �t ,L .-.�'?1 Registration Number: 216-N0352142A-000000000-0000 Registration Date/Time: 2016-09-2218:29:41 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 CFI R -PRF -01 Page 10 of 11 BUTTE COUNTY BUILDING DIVISION �0 V HERS Provider: CaICERTS inc. Report Generated at: 2016-09-22 18:25:16 S'CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01 Project Name: Fowler Home Calculation Date/Time: 18:23, Thu, Sep 22, 2016 Page 11 of 11 Calculation Description: Fowler Home Input File Name: Fowler Home.ribd DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: Martin Alvis Company: Signature Date: M & T Energy Analyst 2016-09-22 18:28:57 Address: CEA/HERS Certification Identification (If applicable): P.O. Box 534 City/StatelZip: Phone: Chico, CA 95927 530-990-0030 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. r �„�„- , 3. The building design features or system -design features identified_on-thisCertificate of Compliance are consistent with the information provided on other applicable compliance documents, yval, with,this.building permit application. worksheets, calculations, plans and specifications submitted to -the enforcement agency,fow appro Responsible Designer Name:i LrOQ1 RL :Responsible Designer Signatuie: DC BARRY RUBANOFF ,�' 1 a04 t t s t1' Company: HES PDate ` Signed: DER 20 18:29:4 BARRY RUBANOFF 6-X09-22 Address: License: PO BOX 1123 n/a City/State/Zip: Phone: Berry Creek, CA 95916 530-589-4102 Digitally signed by CalCERTS. This digital signature is provided in order to secure the content of this registered document and in noway implies Registration Provider responsibility for the accuracy of the information. - Registration Number: 216•N0352142A-0000000004000 Registration Date/rime: 2016-09-2218:29:41 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Bl O HERS Provider: CaICERTS inc. Report Generated at: 2016-09-22 18:25:16 JOB: 'Fowler ® LOCATION: Oioville, Ca. . M I Te k. _ : TRUSS ENGINEERING POWER TO PERFORM. MiTek Industries, Inc. BUTTE 7777 Greenback Lane COUNTY Suite 109. • Citrus Heights, Ca.95610 NOV 0 7 2016 Phone: (916)676-1900 Fax:(916)676-1909 _ 'DEVELOPMENT ' SERVICES •r'ERMIT#• BUTTE COUNTY DEVELOPMT S RVICES REVIEWED FOR CO ECO PLIAA. DATE f ! BY No -.LUMBER No HARDWARE ► STOCK PLANS ► CUSTOM DRAFTING " ► TRUSS ENGINEERING ► TRUSSES ► PRE FRAMED WALLS RECEIVED NOV 10 2045 TRB AND ASSOCIATES - 655 Cal Oak Rd. P.O. Box 1947 Oroville, Ca.95965 Phone:(530)534-0300 Fax: (530)534-5269 WARNING: DO NOT CUT OR ALTER TRUSSES IN ANY WAY. WARNING: DO NOT STORE TRUSSES ON UNEVEN GROUND. TRUSSES REQUIRE. EXTREME CARE IN HANDLING BUYER ACCEPTS THAT LUMBER AND LUMBER PRODUCTS ' MAY CONTAIN MOLD SPORES, THE PRESENCE OF WHICH WILL NOT BE CONSIDERED A DEFECT This Image was created with �® REVIEWED FOR CODE COMPLIANCE TIMBER — . PRODUCTS r MAR 15 2017 �_., INSPECTION z 105 S.E. 124th AVE: -- � } Vancouver,ma. 98684 �- TR13 AND ASSOCIATES Phone: (360)449-3840 0 ®r Fax:(360)449-3953 0 LAW - WOMMIMIMIMM f[CII�i�iI�I�I�I�I�I�I�IG1T�7iQ�fll�i�ui �I�!tll�l�l� Dave & Leann4 Fowler 1558 M. StrAMA t G Oro ville, Ca. 9 965 .t I y � ;a JSION 5i'}� !&¢ ROVED Re: Fowler—DL Fowler DL MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Endeavor Homes. Pages or sheets covered by this seal: R48813553 thru R48813562 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. QRpFESS/oN -T EOQ. oOs���2 lu w C-75435 * EXP, 03./31/2018 t { BUTTE COUNTY BUILDING DIVISION Arrhu'VIEU October 27,2016 Eduard, Teodosescu IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. I6-4 8 dimensions shown in ft4n-sixteenths Damage or Personal Injury Dimensions are in ff-in-sixteenths. (Drawings not to scale) Apply plates to both sides Of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or X -bracing, is always required. See BCS(. 2. Truss bracing must be designed by an engineer. For themselves 2 3 TOP CHORDS wide tnra spacing, individual lateral braces may require bracing, or alternative T, I, or Eliminator bracing should be considered. c1-2 C2 -3T WEBS Sao 4 3. Never exceed the design loading shown and never 0 stack materials on inadequately braced trusses. O �•� 3 0 4. Provide copies of this truss design to the building designer, owner and For 4 x 2 orientation, locate U ep = erection supervisor, property interested plates 0 -'Al' from outside a- u U ail other parties. edge of 18155. a0 5. Cut members to bear tightly against each other. c7•e cd7 CS -6 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the' 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI I. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available in MITek 20/20 SOttWafl Or upon request. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE JOINTS shag not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted. this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 responsibility of truss fabricator. General practice is to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or atter truss member or plate without prior approvol.of on engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Mal project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review ail portions of this design (front: back, words Plate Connected Wood Truss Construction.MiTek ® and pictures) before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER rO PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10-'08 Job Truss Trussit ype Qly Ply Fowler DL LUMBER BRACING a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 OF No.2 BOT CHORD 848813553 FOWLER -OL A10 GABLE 1 1 MiTek recommends that Stabilizers and required cross bracing fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITfPl1 Quality Criteria, DSB-89 and BCSI Building Component be installed during truss erection, in accordance with Stabilizer 7777 Greenback Lane Installation quide, REACTIONS All bearings 41-0-0. Job Reference (optional) cnaeuvor numea, vrovnrc, �n aaeoa r.c�u s dm zo zuis mi i es mausmes, mc. vveo ua zo to:t s:or zuio rage t ID:3vYj6GgGxmjHwfW8If9IdLySQpQ-HQEAJJxREepW3nvYhGvZcXSR2D W9061 IR694gByPT38 �5 I 200 41-0-0 43-o-0 250 2050 20-6-0 Scale = 1:75.5 5x5 = i►i[�i47 --- .... ... .,� .., .... 57 �V45 3x6 = 3x6 = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 " BCDL 10.0 SPACING 2-D-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2012rrPI2007 CSI TC 0.21 BC 0.09 WB 0.09 (Matrix) DEFL in Vert(LL) -0.02 Vert(TL) -0.04 Horz(TL) 0.01 floc) I/deft L/d 35 n/r 120 35 n/r 90 34 n/a n/a PLATES GRIP MT20 220/195 Weight: 341 Ib FT = 20% LUMBER BRACING a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 OF No.2 BOT CHORD Rigid ceiling directly applied or 1D -D-0 oc bracing. WEBS 2x4 DF No.2 WEBS 1 Row at midpt 17-52,19-50,15-54,16-53, 2D-49,21-48, OTHERS 2x4 DF Std "Except' 18-51 17-52,19-50,15-54,16-53,20-49,21-48: 2x4 OF No.2 MiTek recommends that Stabilizers and required cross bracing fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITfPl1 Quality Criteria, DSB-89 and BCSI Building Component be installed during truss erection, in accordance with Stabilizer 7777 Greenback Lane Installation quide, REACTIONS All bearings 41-0-0. Suite 109 (Ib) - Max Horz 2=220(1_C 6) Max Uplift All uplift 100 Ib or less atjoint(s) 2, 66, 65, 64, 63, 62, 61, 60, 59, 58, BUTTE COUNTY 56, 55, 54, 53, 49, 48, 47, 46, 44, 43, 42, 41, 40, 39, 38, 37, 36, 34 Max Grav All reactions 250 lb or less atjoint(s) 52, 50, 66, 65, 64, 63, 62, 61, 60, BUILDING ®9VISS®K, 59, 58, 56, 55, 54, 53, 49, 48, 47, 46, 44, 43, 42, 41, 40, 39, 38, 37, 36, �a ® 51 except 2=272(LC 1), 34=269(LC 1) ® p A ®FAQ FORCES (lb) -Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=41ft; eave=2ft; Cat. Il; Exp C; enclosed; MWFRS (directional); 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 ANSVTPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. OFE$$/ ONq 7) This truss has been designed for a 10.0 bottom live load OQR psf chord nonconcurrent with any other live loads. 8) " This truss has been designed for live load 20.Opsf E0�O F2 a of on the bottom chord in all areas where a rectangle Td between the bottom chord and any 3-6-0 tall by 2-0-0 wide will other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 66, 65, 64, 63, 62,75435 n R7 61, 60, 59, 58, 56, 55, 54, 53, 49, 48, 47, 46, 44, 43, 42, 41, 40, 39, 38, 37, 36, 34. W C LOAD CASE(S) Standard EXP. 03/31/2018 * October 27,2016 A.WARNING - 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 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 pne! building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the -- - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITfPl1 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 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/; Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft4n-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or X-bracing, is always required. See BCSI. i o 0'/16 2. Truss bracing Must be designed by an engineer. For taus Individual lateral braces themselves 1 2 3 TOP CHORDS wide spacing, may require bracing, or aHemative T, I, or Eliminator bracing should be considered. I cr-z cz WEBS cao 4 3. Never exceed the design loading shown and never stack materials on inadequately traced trusses. O 3 ce 0.X: 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, IOCOte U sp =' property interested plates 0-'AJ' from outside CL U ate other parties. edge Of truss. a0 5. Cut members to bear tightly against each other. C7-8c6-7 cs-c ~ BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the' 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available In MITek 20/20 SOttWar@ or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a nonstructural consideration and is the A width measured perpendicular 4 4 responsibility of truss fabricator. General practice is to X to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 9604B, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER-3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings <�no (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or ager 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. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards:19. - ANSI/TPI1: National Design Specification for Metal Review portions of this design inback. words u Plate Connected Wood Truss Construction. ® and pictures) before use. Reviewingpi pictures alone isnot sufficient. DSB-89: Design Standard for Bracing. MiTek Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER ro PERFORM.'" ANSI/TPI I Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10208 Job Truss Truss Type Qty Ply Fowler DL I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 848813554 FOWLER -OL All COMMON 6 1 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.62 Vert(TL) Job Re ere ce o t'o al n IL avor Homes, Oroville, CA 95965 7.430 s Jul 25 2013 MiTek Industries. Inc. Wed Oct 26 16:13:58 2016 Page 1 ID:3vYj6GgGxmjHwfW81f9ldLySQpQ4coYW y37yxNhxTIEzQo9k?W3dj41SyugmveCdyPT37 11 l -3 l 2D-" 27-3 I 410-0 00 52 7-2-5 -7-3 6-7-13 7-13 67-13 7-2-Sc1a42l3e i = 1:73.9 5x5 = 1.5x4 II 5x5 = 3x8 = 56 = 1.5x4 II V^V r-2-5 I 1310.3 I 20.6.0 I 27-1.13 I 339-11 } 41-0-0 I� LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) -0.17 12-13 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.45 12-13 >999 240 8-10=294/2614d� BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.18 8 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight: 210 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 OF. No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-10 oc purlins. BOT CHORD. 2x4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Std `Except* WEBS 1 Row at midpt 6-12.4-12 5-12,6-12,4-12: 2x4 OF No.2 Tel recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance whh.Stabilizer Installation uide REACTIONS (Ib/size) 2=1755/0-5-8 (min. 0-1-14),8=1755/0-5-8 (min. 0-1-14) Max Horz 2=220(LC 6) Max Uplift 2=334([-C 8), 8=-334(LC 8) FORCES BUTTE COU1 RY (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3041/456, 3-4=2464/436, 4-5=1891/403, 5-6=1891/403, 6-7=2464/436, BUILDING DIVISI®R, 7-8=-3041/456 BOT CHORD 2-14=294/2671,13-14=295/2668,12-13=180/2190,11-12=180/2123. 1011=-295/2610, 8-10=294/2614d� APPRIai� � ED WEBS 5-12=208/1218,6-12=-802/1183, 6-11=10/470.7-11=-564/132,7-10=0/291, 4-12=802/183, 4-13=-10/470, 3-13=564/132, 3-14=0/291 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vutt=110mph (3 -second gust) Vesd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=41ft; eave=5ft; Cat. II; Exp C; enclosed; MWFRS (directional); 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 2-0-0 wide will OFES$/ fa between the bottom chord and any other members, with BCDL = IO.Opsf. OQ� ONq 5) 8=334. Pr3 imide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 2=334, ��G O EOpO LOAD CASE(S) Standard w C 75435 EXP. 03/31/2018 J .4 * OF CAC October 27,2016 WARNING - VerKy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/0312015 BEFORE USE. Q Design valid for use only with Mfrek® connectors. This design Is based only upon parameters shown, and is for an Individual building component. not 8 • a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members onry. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - - -- - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPIt Quality Criteria, DSB49 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Suite 109 Cltrvs Hei hts CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/; Center plate on joint unless x, y offsets are indicated. I6 4-8 dimensions shown in ft4rt-sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to stole) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSI. i n /16 2. Tens bracing must be designed by an engineer. For truss Individual lateral braces themselves 1 2 3 TOP CHORDS wide spacing, may require bracing, or alternative T, i, or Eliminator bracing should be considered. T I I ci-s cz� WEBS cz, 4 3. Never exceed the design ioading,shown and never stock materials on inadequately braced trusses. O �•> ; �y� 3:0 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate U sp = property interested plates 0-'A4' from outside CL U all other parties. edge of truss, 00 5. Cut members to bear tightly against each other. cry C&7 cs s H BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicotes the' 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI I. Connector plates. 7. Design assumes tenses will be suitably protected from the environment in accord with ANSI/TPI I. ' Plate location details available In MITek 20/20 software Of Upon f@QU@st. 8. Unless otherwise nosed, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Comber is o non-structural consideration and is the width measured perpendicular 4 4 responsibility of truss fabricator. General practice is to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum pioting requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MTekO All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after 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. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consull with project engineer before use. Industry Standards: ANSI/TPI l : National Design Specification for Metal 19. Review all portions of this design back. words rng pi pictures alone and pictures) before use. Reviewing Plate Connected Wood Truss Construction. ® isnot sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER ro PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10208 Job Truss Truss Type Qty Ply Fowler -DL TCDL 10.0 Lumber Increase 1.25 BC 0.73 BCLL 0.0 ' Rep Stress Incr YES 848813555 1 FOWLER DL Al2 COMMON 1 1 , BOT CHORD 2x4 OF No.2 WEBS 2x4 DF Std *Except* Job efe e ce o t oral r Homes, Oroville, CA 95965 7.430 s Jul 25 2013 MITek Industries, Inc. Wed Oct 26 16:13:58 2016 Page I ID:3vYj6GgGxmjHwfW8H91dLySOpQ4coYWfy3?yxNhxTlEzQo9k9VzdhVIROugmveCdyPT37 7-2.5 13.10-3 20$0 I 27-1-13 I 33311 41 -PO 43.0.0 1.2.5 17-13 6-7-13 6-7-13 6-7-13 7-2-5 2.11 3x Scale = 1:71.8 5x5 = 1.5x4 II 5x5 = 3x8 = 5x5 = 1.5x4 II LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.67 TCDL 10.0 Lumber Increase 1.25 BC 0.73 BCLL 0.0 ' Rep Stress Incr YES WB 0.60 BCDL 10.0 Code IBC2012/TPl2007 (Matrix) LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 OF No.2 WEBS 2x4 DF Std *Except* 4-11,511,3-11: 2x4 OF No.2 REACTIONS (Ib/size) 1=1618/Mechanical, 7=1759/0-58 (min. 0-11-14) Max Horz 1=216(LC 6) Max Uplift 1=252(1.0 8), 7=-337(LC 8) DEFL in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.1711-12 >999 360 MT20 220)195 Vert(TL) -0.4511-12 >999 240 Horz(TL) 0.18 7 n/a n/a Weight: 207 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 2-7-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, WEBS 1 Row at midpt 5-11,3-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3086/489, 2-3=2480/448, 3-4=1899/409, 4-5=1899/409, 56=2472/442, 6-7=-3049/462 BOT CHORD 1-13=-327/2711,12-13=-328/2708,11-12=189/2201, '10-11=185/2130, 9-10=300/2617, 7-9=-299/2621 WEBS 4-11=213/1223, 511=802/182, 510=10/470, 6-10=-564/132,6-9=01291. 3-11=-809/188, 3-12=-19/480, 2-12=600/158, 2-13=0/297 BUTTE COUP, I LESUIL ING DIVISION A PP ROVE""' NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=41ft; eave=5ft; Cat. 11; Exp C; enclosed; MWFRS (directional); 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 2-0-0 wide will OFESSI fit between the bottom chord and any other members, with BCDL = IO.Opsf. QR OjV 5) Refer to girder(s) for truss to truss connections. T E 00 9(� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 1=252, �� 0 7=337. CIO JQQ` s�0 LOAD CASE(S) Standard W LU C 7- c M * EXP. 03/31/2018 * I OFCALF n I$ October 27,2016 411, WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7479 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 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 budding of IndMdual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the -- -- - - fabricatlon, storage, delivery, erection and bracing o1 trusses and truss systems, see ANSVTPII 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 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets ore indicated. I6 4 8 . dimensions shown in fi-in-sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of tR1SS 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is atways required. See SCSI. T �� �' 2. Truss bracing must be designed by an engineer. For tnra individual lateral braces themselves 2 3 wide spacing. TOP CHORDS may require bracing, or aitemative T, I, or Eliminator bracing should be considered. C1 -2-z C2 -3T WEBS �a, 4 3. Never exceed the design loading shown and never o stack materials on inadequately braced trusses. O �•� ; ��� ; 0 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 Orientation, locate U >b property interested i plates 0 -Al' from outside s U 0-0 other parties. edge of truss. 0 5. Cut members to bear tightly against each other. cry cep c&6 0 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the' 8 7 6 5 . joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available in MITek 20/20 SOttWar@ Or upon request. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE JOINTS shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a nonstructural consideration and is the width measured perpendicular 4 4 responsibility of truss fabricator. General practice is to x to slats. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or perfommnce risks. Consult with project engineer before use. industry Standards: ANSI/TPI1: National Design Specification for Metal t9. Review all portions of se design (front, pi back. words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® isnot sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.'" ANSI/TPI 1 Quality C redo. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10-'08 • y " Job Truss Truss Type Qty Ply Fowler DL Plates Increase 1.25 TCDL 10.0 30.9-4 Lumber Increase 848813556 FOWLER—OL A13 COMMON 13 1 Code IBC2012rrP12007 LUMBER TOP CHORD 2x4 DF No.2 Job Reference o tonal Homes, Orowne, CA 95955 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Oct 26 16:13:59 2016 Page 1 ID:3vYj6GgGxmjHwfA181f9ldLySQpQ-DpMwkTiimF4EJ52xohxl iyYj2047Ugh2vQeBI4yPT36 r 7-2-5 1 13-10.3 { 20-6-0I 257-10 F 30.9.4 3-r- I 41-0-0 I4 7-2-5 6-7-13 6-7-13 51-10 51-10 4-10.2 5-4-10 2�0 Scale = 1:71.8 5x5 = 1.5x4 II 5x5 = LOADING (psf) 3x8 = SPACING 2-0-0 TCLL 20.0 1.5x4 II Plates Increase 1.25 TCDL 10.0 30.9-4 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code IBC2012rrP12007 LUMBER TOP CHORD 2x4 DF No.2 DEFL in (loc) BOT CHORD. 2x4 DF No.2 L/d PLATES GRIP WEBS 2x4 DF Std 'Except' Vert(LL) 313,4-13,5-13: 2x4 DF No.2 360 BRACING TOP CHORD BOTCHORD WEBS REACTIONS (Ib/size) 1=1128/Mechanical, 11=1987/0-5-8 (min. 0-2-2),8=263/0-3-8 (min. 0.1-8) Max Horz 1=216(LC 6) Max Uplift 1 =1 80(LC 8), 11=291(LC 8), 8=-115(LC 8) Max Gray 1=1128(LC 1), 11=1987(LC 1), 8=353(LC 18) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2031/334, 2-3=1411/291, 3-4=818/251, 4-5=789/257, 5-6=-504/176, 6-7=-32/645, 7-8=119/302 BOT CHORD 1-15=190/1831, 14-15=191/1827,13-14=50/1302,12-13=0/435,11-12=-492/174 WEBS 2-115=0/297,2-114=617/11611, 314=19/495, 3-113=-829/192,4-113=89/351, 5-13=1/532, 5-12=-812/136, 6-12=-129/1281, 6-11=-1660/285, 7-11=-447/91 Structural wood sheathing directly applied or 37-9 oc purlins Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 3-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance whh Stabilizer Installation guide. BUTTE COUNTY BUILDING ®IVIS10,N _%VED PRO NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=41ft; eave=5ft; Cat. ll; Exp C; enclosed; MWFRS (directional); 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 36-0 tall by 2-0-0 wide will fit between.the bottom chord and any other members, with BCDL = 10.0psf. 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 Qt=lb) 1=180, 11=291.8=115. LOAD CASE(S) Standard October 27,2016 QWARMNG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. AA•• QQ Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ia truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members ony Additional temporary and permanent bracing 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 ANSII P11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei his CA 95610 3x8 = 5x5 = 3x4 = 1.5x4 II 2050 I 257-10I 30.9-4 357ii 41-0-0 6-7-13 51-10 51-10 I ,j 4-10.2 5-4-10 1. x14:0-2-8,0-301 CSI DEFL in (loc) I/defl L/d PLATES GRIP TC 0.50 Vert(LL) -0.081314 >999 360 MT20 220/195 BC 0.57 Vert(TL) -0.24 1-15 >999 240 WB 0.85 Horz(TL) 0.05 11 n/a n/a (Matrix) Weight: 219 Ib FT = 20% BRACING TOP CHORD BOTCHORD WEBS REACTIONS (Ib/size) 1=1128/Mechanical, 11=1987/0-5-8 (min. 0-2-2),8=263/0-3-8 (min. 0.1-8) Max Horz 1=216(LC 6) Max Uplift 1 =1 80(LC 8), 11=291(LC 8), 8=-115(LC 8) Max Gray 1=1128(LC 1), 11=1987(LC 1), 8=353(LC 18) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2031/334, 2-3=1411/291, 3-4=818/251, 4-5=789/257, 5-6=-504/176, 6-7=-32/645, 7-8=119/302 BOT CHORD 1-15=190/1831, 14-15=191/1827,13-14=50/1302,12-13=0/435,11-12=-492/174 WEBS 2-115=0/297,2-114=617/11611, 314=19/495, 3-113=-829/192,4-113=89/351, 5-13=1/532, 5-12=-812/136, 6-12=-129/1281, 6-11=-1660/285, 7-11=-447/91 Structural wood sheathing directly applied or 37-9 oc purlins Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 3-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance whh Stabilizer Installation guide. BUTTE COUNTY BUILDING ®IVIS10,N _%VED PRO NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=41ft; eave=5ft; Cat. ll; Exp C; enclosed; MWFRS (directional); 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 36-0 tall by 2-0-0 wide will fit between.the bottom chord and any other members, with BCDL = 10.0psf. 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 Qt=lb) 1=180, 11=291.8=115. LOAD CASE(S) Standard October 27,2016 QWARMNG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. AA•• QQ Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ia truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members ony Additional temporary and permanent bracing 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 ANSII P11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei his CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides Of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x-bracing, is atways required. see SCSI. i n 2. Tens bracing must be designed by an engineer. For 0 - /16 1 2 3 wide tens spacing, individual lateral braces themselves TOP CHORDS may require bracing, or alfemative T, I, or Eliminator T bracing should be considered. T c1-2 csa WEBS 3. Never exceed the design loading shown and never o stack materials on inadequately braced trusses. O •> ; � O N 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate U = property interested plates 0-'nd' from Outside � U all other parties. edge Of truss. p 5. Cut members to bear tightly against each other. C7-8C6-7cs6 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the' 8 7 6 5 joint and embed full/. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. ' Plate locatlon details available in MITek 20/20 SOttWar@ Or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shag not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 responsibility of truss fabricator. General practice a to X to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12. lumber used shall be of the species and sae, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR-131 1, ESR-1352, ER-5243, 96048, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER-3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings <�no (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after 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. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPII : National Design Specification for Metal t9. andie portions of this design (front, back. words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® is not sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER rO PERFORM.'" ANSl/TPi l Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10208 Job Truss Truss Type Qty Ply Fowler_DL TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr 848813557 I FOWLER_DL A14 COMMON 3 1 BOT CHORD 2x4 DF No.2 *Except* 14-15: 2x6 DF No.2 G 257-10 WEBS 2x4 DF Std 'Except' Job Reference (optional) vor mumes, crrowne, UA aoaua 7.430s Jul 25 2013 MITek Industries, Inc. Wed Oct 26 16:14:00 2016 Page 1 I D:3vYj6Gg Gxmj Hwf W8 H9ld LySQpQ-h7wlx LzKXZC5wFd7M OS GE94tH Q PwD Ij B7401 HMPT35 I_2.0.0 1 7-2-5 1 13-10.3 1 20f- 257-10 1 30.9.4 1 357-6 41-0-0 143-0.0 2-0.0 7-2-5 67-13 67-13 51-10 51-10 4-10.2 54-10 2�0 Scale = 1:77.7 5x6 = 0 91 1.5x4 II LOADING (psf) SPACING 2-D-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code IBC2012rTP12007 LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 *Except* 14-15: 2x6 DF No.2 G 257-10 WEBS 2x4 DF Std 'Except' 30 9.4 514,13=17: 2x4 DF No.2 ._ 4x4 = 4x4 = 1- .V - 4x6 5x8 = 3x4 = 1.5x4 11 5x8 _ _ 20.60 257-10 30 9.4 357-0 41-0-0 67.13 1 51-10 1 51-10 i 4-10.2 5.410 -3-01. [15:0.2-8.0-2-121. [17:0-2-8.0-2-81 CSI DEFL in (loc) I/deft L/d PLATES GRIP TC 0.53 Vert(LL) -0.1215-16 >999 360 MT20 220/195 BC 0.60 Vert(TL) -0.391516 >931 240 WB 0.80 Horz(TL) 0.09 12 n/a n/a (Matrix) Weight: 238 Ib FT = 20% BRACING TOP CHORD BOTCHORD WEBS JOINTS REACTIONS (Ib/size) 2=1404/0-58 (min. 0-1-8),12=2056/0-5-8 (min. 0-2-3), 9=318/0-3-8 (min. 0-1-8) Max Horz 2=220(LC 6) Max Uplift 2=287([_C 8), 12=290(LC 8), 9=-131(LC 8) Max Grav 2=1404(LC 1), 12=2056(LC 1), 9=371 (LC 18) Structural wood sheathing directly applied or 3-0-13 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 13-17,4-17 1 Brace at Jt(s): 17 Tekcommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Ade. M w 011 [A FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BUTTE COU N TOP CHORD 2-3=-2326/355, 3-4=1826/336, 4-5=65/690, 56=-64/765, 6-7=686/209, 7-8=0/523 BUILDING 1 p �� p p DIVISION' BOT CHORD 2-16=20512143, 1516=207/2145, 1 4-1 5=9 011 696, 13-14=91/1657, 12-13= `,J400/143 7 N WEBS 3-15=533/131, 4-15=-31/698,14-17=0/404, &112=441, 0, 4-17 2082/42 � .® 6-13=71/675,7-13=128/1388,7-12=-1724/282, 8-12=-443/90, 417=2082/421, 6-17=1141 /304 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=411t; eave=5ft; Cat. 11; Exp C; enclosed; MWFRS (directional); 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. QFE$$/ 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 2-0-0 wide will QR fit between the bottom chord and any other members, with BCDL = 10.Opsf. �Q�O EQQQ 5) A plate rating reduction of 20% has been applied for the green lumber members. Q 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 2=287, cA ' s�� 2 12=290,9=131. 7 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). W W C / 5435 C m LOAD CASE(S) Standard * EXP: 03/31/2018 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-5=-60, 510=60, 2-15=-20,14-15=-60(F=-40), 9-14=20 F�FCAI.IF� October 27,2016 WARNING - verify design panmeren and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 10/07/2015 BEFORE USE. Design valid for use onlywith Mrrek® connectors. This design Is based onlyupon parameters shown, and Is for an Individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the -- -- - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPi1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property ' 3/4 Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSI. 0'146 2. Truss bracing must be designed by an engineer. For truss individual lateral braces themselves 1 2 3 TOP CHORDS wide spacing, may require bracing, or alternative T, I, or Eliminator bracing should be considered. T cr-2 c2a WEBS �a, 4 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. O �!> ; r{r� 3 O 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate U eb = property interested plates 0 ns' from outside a cJ all other parties. edge Of truss. p 5. Cut members to bear tightly against each other. c» c6-7 cs s BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the g 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI i. connector plates. 7. Design assumes tenses will be suitoby protected from the environment in accord with ANSI/TPI 1. Plate location details available In MiTek 20/20 Software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non structural consideration and is the width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice a to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -131 1, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 fl. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. reaction section indicates joint �i>• number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Nil project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® isnot sufficient. DSB-89: Design Standard for Bracing. MiTek SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER r0 PERFORM.` ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10-'08 Job Truss Truss Type Qty Ply Fowler OL 1.5x4 II 848813558 FOWLER—OL A15 COMMON 1 1 7-2-5 I 13.10-3 Job Relere oe o tions cnaeavor Homes, Vfowlle, VA a4yoo /.43U S JUl Zb Zul J MI I eK rnousmes. Inc. wee uct Zb lb:14:01 Z01b Page 1 ID:3vYj6GgGxmjHwfW8ff9ldLySOpQ-9BUgBhyltKyYPCKw6_VnNd 1 Xgk2yluKMk7lpyyPT34 13-10.3 20.60 25r_ 7_10 I 30.9-0 35-7 4r 1-00.0 I43-0-0 7-2-5 67-13 67-13 5-1-10 61-10 4.10.2 5-4-10 2-0.0 Scale = 1:76.3 5x6 = LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 `Except* 13-14:2x6 DF No.2 G WEBS 2x4 DF.Std `Except* 4-13,12-16: 2x4 DF No.2 BRACING TOP CHORD BOTCHORD WEBS JOINTS REACTIONS (Ib/size) 1=1264/0-5-8 (min. 0-1-8), 11=2066/0-5-8 (min. 0-2-3), 8=315/0-3-8 (min. 0-1-8) Max Horz 1=216(1-C 6) Max Uplift 1=203(1-C 8), 11=297(1-C 8), 8=-129(LC 8) Max Grav 1=1279(LC 13), 11=2066(LC 1), 8=370(LC 18) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2362/385, 2-3=1835/343, 3-4=66/697, 4-5=-70/773, 5-6=686/209, 6-7=-2/530 BOT CHORD 11-15=234/21180.114-15=237/21181. 13.14=96/1703, 12-13=97/1664, 11-12=403/148 WEBS 2-15=0/254, 2-14=569/158, 3-14=40/709, 13-16=0/405, 4-16=887/177, 12-16=1854/268, 5-12=75/680, 6-12=134/1395, 6-111=11733/289,7-11 1=-443/90, 3.16=2094/431, 5-16=-1147/309 Structural wood sheathing directly applied or 3-4-2 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 12-16, 3-16 1 Brace at Jt(s): 16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. I1 I6 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=41ft; eave=5ft; Cat. Il; Exp C; enclosed; MWFRS (directional); 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. OFESS/ 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 2-0.0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf.�� CEODO q( 2 5) A plate rating reduction of 20% has been applied for the green lumber members. Q 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 1=203, 111=297,8=1129. QC C 7.5435 � P 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). W W C r tY LOAD CASE(S) Standard * EXP. 03/31/2018 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) GG Vert: 1-4=60, 4-9=-60,11-14=20, 13-14=60(F=40), 8-13=20 October 27,2016 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII 7479 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 e a truss system. Before use. the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 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 gNSIRPH 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 40 = 4z4 = .�_ 4x6 1.5x4 II 5x8 = 3x4 = 1.5x4 II 5x8 = 7-2-5 I 13.10-3 201x0 25.7-10 30.9-4 3r 5.7t 41 0 7-2-5 67-13 I 67-13 5.1-10 I S1 -t0 I 4.10-2 5-4-10 Plate offsets (X.Y): 12:0-3-0,0-3-41.16:0-2-4.0-3-01.112:0-3-12 D-3-01. (14:0-2-8 D -2-121.116:0-2-a 0-2-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.63 Vert(LL) -0.12 14-15 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.67 Vert(TL) -0.39 14-15 >936 240 8CLL 0.0 Rep Stress Incr NO WB 0.80 Horz(TL) 0.09 11 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 235 Ib FT = 20% LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 `Except* 13-14:2x6 DF No.2 G WEBS 2x4 DF.Std `Except* 4-13,12-16: 2x4 DF No.2 BRACING TOP CHORD BOTCHORD WEBS JOINTS REACTIONS (Ib/size) 1=1264/0-5-8 (min. 0-1-8), 11=2066/0-5-8 (min. 0-2-3), 8=315/0-3-8 (min. 0-1-8) Max Horz 1=216(1-C 6) Max Uplift 1=203(1-C 8), 11=297(1-C 8), 8=-129(LC 8) Max Grav 1=1279(LC 13), 11=2066(LC 1), 8=370(LC 18) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2362/385, 2-3=1835/343, 3-4=66/697, 4-5=-70/773, 5-6=686/209, 6-7=-2/530 BOT CHORD 11-15=234/21180.114-15=237/21181. 13.14=96/1703, 12-13=97/1664, 11-12=403/148 WEBS 2-15=0/254, 2-14=569/158, 3-14=40/709, 13-16=0/405, 4-16=887/177, 12-16=1854/268, 5-12=75/680, 6-12=134/1395, 6-111=11733/289,7-11 1=-443/90, 3.16=2094/431, 5-16=-1147/309 Structural wood sheathing directly applied or 3-4-2 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 12-16, 3-16 1 Brace at Jt(s): 16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. I1 I6 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=41ft; eave=5ft; Cat. Il; Exp C; enclosed; MWFRS (directional); 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. OFESS/ 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 2-0.0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf.�� CEODO q( 2 5) A plate rating reduction of 20% has been applied for the green lumber members. Q 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 1=203, 111=297,8=1129. QC C 7.5435 � P 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). W W C r tY LOAD CASE(S) Standard * EXP. 03/31/2018 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) GG Vert: 1-4=60, 4-9=-60,11-14=20, 13-14=60(F=40), 8-13=20 October 27,2016 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII 7479 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 e a truss system. Before use. the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 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 gNSIRPH 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 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in f14rt-sixteenths Damage or Personal Injury Dimensions are in ff-in-sixteenths. (Drawings not to scale) Apply plates t0 both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x-bracing, is always required. See BCSI. 2. Tans bracing must be designed by an engineer. For 2 3 TOP CHORDS wide truss spacing, Individual lateral braces themselves may require bracing, or aftemative T, I, or Eliminator bracing should be considered. cr-2 C2-3 WEBS 4 3. Never exceed the design looding•shown and never o Cze stack materials on inadequately braced trusses. O �•�i� 3.O 4. Provide copies of This truss design to the building designer, For 4 x 2 orientation, locate U ey y = erection supervisor, property owner and interested plates 0-'n6' from outside rL �'u U an other parties. edge of truss. 0 5. Cut members to bear tightly against each other. C2� co-r c$4 1 O BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the' 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI I. connector plates. 7. Design assumes trusses will be suitabty protected from the environment in accord with ANSI/TPI I. Plate location details available in MiTek 20/20 software Or Upon request. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE JOINTS shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 responsibility of truss fabricator. General practice is to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 9604B, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER-3907, 9432A 14. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but C 2006 Mile& All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after 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. 18. Use of green or treated lumber may pose unacceptable ffdenvironmental, health or performance risks. Consult with project engineer before use. Industry Standards: _ ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front: back, words Plate Connected Wood Truss Construction. ® and pictures( before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER rO PERFORM." ANSI/rPl 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10208 Job Truss Truss Type Oty A16 COMMON 2 jPly1FowlerDL8FOWLEROL Job Reference (optional) comes, urovme, �A aoaea 7.430 s Jul 25 2013 MITek Industries, Inc. Wed Oct 26 16:14:01 2016 Page 1 I D:3vYj6GgGxmj Hwf W8tf91 dLySQ p4 -9B Ug6hy It KyYPC Kw6_VnNd5Ugoky I I KM k7lpyyPT34 4i 8.14 I . 57-1 I51-10 51-10 I 1. -6 4-814 96 3 22111-10 I 3 410_ 36.4-0 38-0-0 5-4-10 Scale = 1:73.0 5x5 = 6.00 12 4x5 N L:�� 8 9 1$ Ia 16 15 14 13 18 12 11 10 3x5 = 2x4 II 3x4 = 4x12 = 4x4 = -4x4 = 5x8 3x8 = 5x5 = 1.5x4 II = 1 14 I 8.141510.0 20-11-10 2510.8 26,1:L 30.11b 36-4-0 4-8.14 4-5-0 57-13 57-10 4-10.14 0. -12 410.2 5.4-10 Plate Offsets (X,Y): (3:0-2-8.0-3-01 [6:0-2-8.0-3-01, [11:0-2-8.0-3-01, [17:0-2-8.0-2-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.05 13-14 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.13 13-14 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.78 Horz(TL) -0.03 16 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 231 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-4 oc purlins, except BOT CHORD 2x4 DF No.2 *Except* end verticals. 13-14: 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 DF Std 'Except' 6-0-0 oc bracing: 11-12. 4-13;12-17.1-16: 2x4 DF No.2 WEBS 1 Row at midpt 12-17 JOINTS 1 Brace at Jt(s): 17 M i allationuide.Tek recommends that Stabilizers and required cross bracing ( installed during truss erection, in accordance with Stabilizer t REACTIONS (Ib/size) 16=1149/0-5.8 (min. 0-1-8), 11=1650/0.5-8 (min. 0.1-13), 8=476/0-3-8 (min. 0-1-8) Max Holz 11=-251(LC 6) 7 Max Uplift 16=-185(LC 8), 11=234(LC 8), 8=151(LC 8) � Max Grav 16=1209(LC 13), 11=1679(LC 14), 8=476(LC 1) OL) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BUILDING B LDIN DIVISION I `ISION TOP CHORD 1-2=-1212/220,2-3=1349/276, 3-4=-443/64, 4 5= 410/57, 5-6=779/211, 7-8=-381/71, 1-16=1155/203 BOT CHORD 14-15=99/987, 13-14=86/1128, 12-13=-88/1080, 10-11=0/284, 8-10=0/284 iPROVEm WEBS 2-15=-427/99, 13-17=0/545, 12-17=950/144, 6-12=77/992, 6-11=-1359/228, Li 7-11=-437/89, 1-15=127/1068, 5-17=-447/216, 3-17=-1001/280 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=1lOmph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=36ft; eave=5ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate OQ Nq grip DOL=1.33 ROFE$$/ 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with an 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 2-0-0 wide will fit�<C1��i .�� j EOQOs `��• 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. O C 7.5435UP fn 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 16=185, LJJ LU M11=234, 8=151. Z7 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). * EXP. 03/31/2018 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (p10 T Vert: 1-4=60, 4-9=-60, 14 -16= -20,13 -l4= -60(F=-40), 8-13-20 FOFCAll W October 27.2016 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mi1-7473 rev. 1010311015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an IndMtlual building component, note a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB89 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 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 1 6-4-8 dimensions shown in ft4n-sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For 0.1/.- 6 1 2 3 wide truss spacing, individual lateral braces themselves TOP CHORDS may require bracing, or alternative T,1, or Eliminator should be considered. Ibracing T ci-2 c2-3 WEBS �aq 4 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. O �•� ��� ; O 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate ep . = U property interested r plates 0 n6� from outside a v all other parties. edge of tR155. a0 5. Cut members to bear tightly against each other. C7-0 C&7 C5-6 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the' 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI I. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. Plate location details available In MITek 20/20 SOtiWare Or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 responsibility of truss fabricator. General practice ls to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR -131 1, ESR -1352, ER -5243, 9604B, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but C 2006 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 on engineer. reaction section indicates joint ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® is not sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling. POWER TO PERFORM.'" ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10-'08 Job Truss Truss Type QtyPly DEFL Fowler_OL I/defl Ud TCLL 20.0 Plates Increase 1.25 R48813560 FOWLER—OL A17 COMMON 8 1 Lumber Increase 1.25 BC 0.32 Vert(TL) -0.13 13-14 >999 ob Re erence (optional 4x5 �m <o <vw run ex mausures, mc. uvea ,a co ro:rn:u[ zvio rage i wfW ID:3vYj6GgGxmjHzlf LyuSQpQ<J023M17a3ASpA2nWTpVkJaAGyE9ihElUUbNtrLPyPT33 1 4 8 14 1 9-2-3 j 1510-0 1 20 26-1-4 1 30-11 36 4-0 138 4-0 4.8.14 4S6 6.7-13 51-10 51-10 4-10-2 5410 2.0 6.00 12 5x5 = 4 Scale = 1:69.4 2x4 I I 3x4 = 3x4 = 5x8 = 3x4 = 5x5 = 1.5x4 11 LOADING (psf) SPACING 2-0-0CSI DEFL in (loc) I/defl Ud TCLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) -0.05 13-14 >999 360 TCDL 10.0 Lumber Increase 1.25 BC 0.32 Vert(TL) -0.13 13-14 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.59 Horz(TL) -0.02 16 n/a n/a BCDL 10.0 Code IBC20121TPI2007 (Matrix) LUMBER BRACING TOP CHORD 2x4 OF No.2 TOP CHORD BOT CHORD 2x4 OF No.2 WEBS 2x4 OF Std 'Except* BOT CHORD 3-13,4-13,5-13,1-16:2x4 OF No.2 WEBS REACTIONS (Ib/size) 16=992/0-5-8 (min. 0-1-8), 11=1592/0-5-8 (min. 0-1-11), 8=428/03-8 (min. 0-1-8) Max Horz 11=-251(LC 6) Max Uplift 16=-157(LC 8), 11=239(1_C 8), 8=133(1_C 8) Max Grav 16=992(LC 1), 11=1592(LC 1), 8=447(LC 18) , FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-962/1189,2-3=10211/233, 3-4=738/231, 4-5=-719/237, 5-6=581/177, 6-7=18/303, 7-8=-320/33,1-16=939/175 BOT CHORD 14-15=71/804,13-14=-48/862,12-13=36/526,11-12=282/82 WEBS 2-15=325/82, 313=-458/132, 4-13=70/301, 5-13=0/278, 5-12=550/101, 6-12=82/897, 6-111=1270/234.7-1 1=-438/90, 1-15=-97/843 PLATES GRIP MT20 220/195 Weight: 215 Ib FT = 20% j� Structural wood sheathing directly applied or 5-11-4 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 11-12. 1 Row at midpt 313 MiTek recommends that Stabilizers and required Cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. BLA BUTTE C®UpiTy LJ A- V ® NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=36ft; eave=5ft; Cat. 11; Exp C; enclosed; MWFRS (directional); 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 36-0 tall by 2-0-0 wide will Td between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 16=157, 11=239,8=133. LOAD CASE(S) Standard %TEOp0 �`��\ � sF C `75435 c m EXP. 03/31/ 2018 OF.CAll- October 27,2016 14. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11-7473 rev. 10103/20/5 BEFORE USE. f-�A•,Y®®E Design valid for use only with Mrrek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall M building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the -- -- - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrfPlt 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 Chrus Hel hts CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. I6 4 8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to stole) Apply plates to both sides Of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or X -bracing, is always required. See BCSI. i n 2. Tens bracing must be designed by an engineer. For /16 1 2 3 wide truss spacing, individual lateral braces themselves TOP CHORDS may require bracing, or ottemative T,1, or Eliminator bracing should be considered. T u-2 cz� WEBS 3. Never exceed the design loadingshown and never stock materials on inadequately braced trusses. Nc� O •> ; �y� 0 4. Provide copies of this truss design to the building erection supervisor, owner and For 4 x 2 orientation, locate U0designer, property interested plates 0 -'Ag' from outside rL U all other parties. edge of truss. 0 5. Cut members to bear tightly against each other. cry �r CS -6 OQ- 0 BOTTOM CHORDS 6. Place plates on each face of truss of each This symbol indicates the' 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. ' Plate location details available in Mriek 20/20 software Or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shag not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9.. Unless expressy noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the A width measured perpendicular 4 4 responsibility of truss fabricator. General practice is to X 10 slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects. equal to or better than that Indicated by symbol shown and/or ESR -131 1, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the �, 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing < NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 It. spacing, or less, if no ceiling is installed. unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of on engineer. reaction section indicates joint �� ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: — ANSI/TPI l : National Design Specification for Metal Plate Connected Wood Truss Construction. ® 19. Review all portions of this design (front, back. words and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. MiTek isnot sufficient. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER r0 PERFORM." ANSI/TPI 1 Quality Crilerio. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10208 Job Truss Truss Type Qty Ply Fowler DL 848813561 FOWLER -DL A20 GABLE 1 1 Job Reference (optional •-••••••••--• • •-•••- .. �••••-•••�• �^ �•••^+� r.nau 5 Jui zo Nsi mllex Inauemes, Inc. uvea ua Zb 16:14:U6 ZUIb rage 1 ID:3vYj6GgGxmjHwf W81f9ldLySQpQ-Zm9pnjGgboiXPsxubEXCO?FXG1 m99DLn2hMyQHyPT31 15-10-0 36.4-0 38-4-0 15-10-0 201'-0 2-o-0 5x5 = Scale = 1:73.0 6.00 12 2x4 11 2 1 - 13 14 300 113x10 II 22 3x6 23 3x10 II 24 25 3x10 I I 26 3x10 II 27 3x4 291 57 56 55 54 53 52 51 50 49 48 47 46 45 43 42 41 40 38 37 36 35 34 33 32 31 30 5x8 = 2x4 II 44 39 5x5 WB = 3x6 = 15.10-0 I 36-4-0 15-10-0 20.6.0 ' Plate Offsets (X,Y): [5:0-2-8,0-3-01.[28:0-4-0.0-3-11.[44:0-2-8.0-0-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.66 Vert(LL) -0.14 31-32 >946 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.58 Vert(TL) -0.36 31-32 >364 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.31 Horz(TL) 0.01 28 n/a n/a BCDL 10.0 , Code IBC2012rTP12007 (Matrix) Weight: 322 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.2 end verticals. WEBS 2x4 DF. No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS. 2x4 DF Std *Except* WEBS 1 Row at midpt 12-46,1-43,10-48,11-47,15-42,16-41, 12-46,14-43,10-48,11.47,15-42: 2x4 DF No.2 13-45 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS All bearings 26-4-0 except Qt=length) 28=0-58. Installation guide. (lb) - Max Horz 57=-251 (LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 57, 43, 56, 55, 54, 53, 52, 51, 50, 49, 48, 47, 42, 41, 40, 38 except 37=702(LC 1), 36=283(LC 8), 28=153((-C 8) Max Gray All reactions 250 Ib or less at joint(s) 57, 46, 43, 56, 55, 54, 53, 52, 51, 50, 49, 48, 47, 42, 41, 40, 37, 45 except 38=253(LC 1), 36=1224(LC 1), 28=500(LC 1) BUTTE COUNTY FORCES (lb) - Max. Comp./Max: Ten. - All forces 250 (lb) or less except when shown. p W�y���j��� ' ""® � TOP CHORD 12-13=74/253, 13-14=82/253, 21-22-95/264 L$ /i�? t�g e�r� WEBS 19-37=49/302, 20-36=579/1511 � s �( NOTES CV �x°° 1) Unbalanced roof live loads have been considered for this design. ��a", 2) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=36ft; eave=2ft; Cat. II; LJ Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 FESS/ 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 Q� Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.��� O EooO 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. Z 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q -f C ,f C m 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will LU J4 J W / C m fit between the bottom chord and any other members. of X 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) 57, 43, 56, 55, 54, 53, * EXP: 03/31/2018 52, 51, 50, 49, 48, 47, 42, 41, 40, 38 except Qt=1b) 37=702, 36=283, 28=153. LOAD CASE(S) Standard OF October 27,2016 WARNING - VeHy 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 Mrrek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not . a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 111, fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlfTPN quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Suite 109 I.- Hei his CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. I6 4 8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to stole) Apply plates to both Sides Of ifUSs 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or X -bracing, is alwbys required. See BCSI. I n 2. Truss bracing must be designed by an engineer. For truss individual braces themselves 2 3 wide spacing, lateral TOP CHORDS may require bracing, or alternative T. I, or Eliminator should be considered. 1bracing T I cr-2 c2a WEBS 4 3. Never exceed the design looding•shown and never o Sze stack materials on inadequately braced trusses. O �•> 31:�y� 3 O= 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 X 2 orientation, locate U >b property interested plates 0 -'Aa' from Outside CL �' u U all other parties. edge of truss. 5. Cut members to bear tightly against each other. C7-8 t c6 -7p cs-s BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the, 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available In MtTek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 197. at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 responsibility of truss fabricator. General practice a to x 10 slots. Second dimension is camber tot dead bad deflection. the length parallel to slots. 11. Plate type, sae, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MTekO 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 on engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or perfomwnce risks. Consult with NEI project engineer before use. Industry Standards: ANSI/TPI l : National Design Specification for Metal 19. Review all portions of this design front, back, words and pictures] before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® isnot sufficient. DSB-89: Design Standard for Bracing. MiTek SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling. P01WER ra PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10-'08 K3 Job Truss Truss Type Qty Ply Fowler -OL - DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.66 R48813562 FOWLER DL B1G COMMON 1 Vert(TL) -0.25 9-10 >999 240 ' BCLL 0.0 ' Rep Stress Incr NO WB 0.44 Horz(TL) 0.06 7 n/a n/a ob Raterence o do al .,,.,,,oe, v�w� , .,.. ad�a du s dui <o — s mi i art mou--. mc. uvea — - ro: rc:uo zuro rage r ID:3vYj6GgGxmjHwf WBIf91dLySQpQ-2yj8_21 SL5g010 W59x2RxDoil ROMueWwHL5WyjyPT30 I 4.6.5 8.9-3 1 13-0-0 I 17-2-13 21-511 I 26-0-0 • 4{ 5 4-2-13 4-2-13 4-2-13 4-2-13 46-5 6: 4x5 II 9.00 F12 4 3x8 II 4x5 = 8x8 = 4x5 = 3x8 II Id Scale = 1:65.5 Plate Offsets (X,Y): 11:0-7-8.Edgel d 1128 b 13:0-2-B 0-3-01 15:0-2-8 0-3-01 17.0-7-8.Edcie1 110'0-4-0 0-6-01 LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.66 Vert(LL) -0.08 9-10 >999 360 MT20 220/195 1 TCDL 10.0 Lumber Increase 1.25 BC 0.97 Vert(TL) -0.25 9-10 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.44 Horz(TL) 0.06 7 n/a n/a BCDL 10.0 Code IBC20121TP12007 (Matrix) Weight: 587 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins. BOT CHORD 2x8 OF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 20 OF No.2 WEDGE Left: 2x4 OF No.2, Right: 2x4 DF No.2 REACTIONS (Ib/size) 1=9257/0-5-8 (min. 0-3-5), 7=8833/0.5-8 (min. 0-3-2) Max Hoa 1=212(LC 7) Max Uplift 1=1537(1-C 8), 7=1477(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-10406/1767,2-3=8458/11495, 3-4=6571/1238, 4-5=6571/1238, 5-6=-8461/1496, 6-7=-10421/1770 BOT CHORD 1-12=-1268/7797, 11-12=-1268/7797, 10-11=1023/6670, 9-10=1024/6672, ��� 8-9=-1271/7810,7-8=-1271/7810 0®� WEBS 4-10=1374/7505, 5-10=2823/561, 5-9=556/3324, 6-9=1499/324, 6$=385/2489,� BUILDING 3-10=-2819/561,3-11=555/3319,2-11=1485/322.2-12=382/2471 DII 1� "N NOTES F7 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. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Pry 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. QlitOF,ESS/n 4) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=26ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (`Q 'O'TEooO (directional); 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 10.0 bottom C J V a psf chord live load nonconcurrent with any other live loads. ' 2 C 6) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will w w 75435 c m fit between the bottom chord and any other members. W M 7) A plate rating reduction of 20% has been applied for the green lumber members. EXP. 03/31/2018 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 1=1537, 7=1477. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1618 Ib down and 252 Ib up at AL fA 0-2-12, 1108 Ib down and 200 Ib up at 2-0-12, 1108 Ib down and 200 Ib up at 4-0-12, 1108 Ib down and 200 Ib up at 6-0-12, 1108 Ib TFOF down and 200 Ib up at 8-0.12, 1108 Ib down and 200 Ib up at 10-0-12, 1108 Ib down and 200 Ib up at 12-0-12, 1108 Ib down and 200 6A1:�F Ib up at 14-0-12, 1108 Ib down and 200 Ib up at 16-0-12, 1108 Ib down and 200 Ib up at 18-G-12,1108 Ib down and 200 Ib up at 20-0.12 1108 Ib down and 200 Ib up at 22 0 12 and 1108 Ib down and 200 Ib t -- up a , an I down and 180 Ib up at October 27,2016 r.O r tPfAklgiFprr4 chord. The design/selection of such connection device(s) is the responsibility of others. QWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 091.7479 rev. 10/03/2015 BEFORE USE. Design valid for use only with MRek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buclding of Individual truss web and/or chord members only. Additional temporary and permanent bracing I- e .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 ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane - Safety Information available from Truss Plate Insthute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property s/4 Center plate on joint unless x, y Offsets are indicated. 6-4-8 dimensions shown in fi-in-sixteenths Damage or Personal Injury Dimensions ore in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSI. T 2. Truss bracing must be designed by an engineer. For 0 - 116n 1 2 3 wide truss spacing. Individual lateral braces themselves TOP CHORDS may require bracing, or alternative T. I, or Eliminator T bracing should be considered. T ci-2 C2-33. WEBS 4 Never exceed the design loading shown and never o stack materials on inadequately braced trusses. O �•� �y� 3:4. O= Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locateU vy P property interested plates 0 n0-' from outside rz U all other parties. edge of truss. 0CL 5. Cut members to bear tightly against each other. cry C&7 cs c O 0 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the' 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI I. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. Plate location details available In MITek 20/20. software Or Upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 responsibility of truss fabricator. General practice is to x to slots. Second dimension is comber for dead bad deflection. the length parallel to slots. 11. Plate type, stze, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords'must be sheathed or purlins provided at output. Use T. I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior 'Q�� (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved approval of on engineer. reaction section indicates joint � � ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable EMenvironmental, health or performance risks. Consull with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back. words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® is not sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER r0 PERFORM.!, ANSVIPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10-'08 t Endeavor Homes, Oroville, CA 95965 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Oct 26 16:14:05 2016 Page 2 ID:3vYj6GgGxmjHwfW6lfgldLySOpO-2yj13 21 SL5g010W59x2RxDoi 1 ROMueWvvHL5WyjyPT30 LOAD CASE(S), Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=60, 4-7=-60.1-7=20 Concentrated Loads (lb) Vert: 1=1618(B) 7=1128(13)13=1108(8) 14=-1108(B) 15=1108(13)16=1108(B) 17=1108(8) 18=-1108(B) 19=1108(B) 20=1108(13) 21=1108(B) 22=1108(8) 23=1108(B) 24=-1108(B) Job Truss Truss Type Qty Ply Fowler DL 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 848813562 FOWLER DL 81G COMMON 1 7777 Greenback Lane • Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. Suite 109 Job Reference (optional) N COUNTY UADING .. O A"""PRO �� i�. WARNING - Ve ft 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 MrreM 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 • 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 ANSIrTPit Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane • Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. Suite 109 Chrus Heights, CA 95610 Symbols Numbering System AGenera I Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 1 6-4-8 dimensions shown in f14ri-sixteenths Damage Or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both Sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or X -bracing, is always required. See BCSI. 2. Trus bracing must be designed by an engineer. For 0 'T/11 6n 1 2 3 wide tnra spacing, individual lateral braces themselves TOP CHORDS may require bracing, or alternative T, I, or Eliminator bracing should be considered. T ci-s C2-3 WEBS �a, 4 3. Never exceed the design* loading shown and never stack materials on inadequately braced trusses. O•> ; �y� 3.O 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate U eb = property interested plates 0 -'Ag' from Outside a u U all other parties. edge of truss. 0 a 5. Cut members to bear tightly against each other. cry C6-7cs, O ~ BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the' 8 7 6 5 oint and embed fully. Knots and wane at joint locations required direction of slots in are regulated by ANSI/TPI 1. .- connector plates. 7. Design assumes trusses will be suitably protected from* the environment in accord with ANSI/TPI 1. Plate location details available In MITek 20/20 software Or Upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green (_umber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 v NUMBERS/LETTERS. responsibility of truss fabricator. General practice ls to /` to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95-43,96-31,9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 H. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but 0 2006 MiTe& All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated othenvise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Sol project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design front, back, words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® is not sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling. POWER ro PERFORM." ANSIAPI 1 Quality Criteria. ' Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mil -7473 rev. 10-'08 ENGINEERING CALCULATIONS: FOR Dave & Leanne Fowler 1558 7t" Street Orovi I le, CA 95965 APN: 031-282-057 PERMIT # �(/� 2(Q / BUTTE COUNTY DEVELOPNIENT SERVICES . REVIEWED FOR CO E C1 RLI DATE BY ??,OFESS J. RECEIVED. LU � 6 L m - m MAR .0 9 2017 P6 s�q CIVIC- TRB AND ASSOCIATES T� OF CA\Yrj9- . s REVIEWED FOR CODE COMPLIANCE BUTTE COUNTY MAR 15 2017 FEB, 2 8 2017 TRE AND ASSOCIATES DEVELOPMENT SERVICES Prepared By: Andrew J. O'Sullivan, P.E.- bate Revised: 2/1/17- O LIC. # 64516, EXPIRES 6%30/17 } TABLE OF CONTENTS 11/1/16 SECTION A: PROJECT DESCRIPTION Description -=---------------------------- Materials-------------------------------- Soil Bearing ------------------------------ SECTION BILATERAL ANALYSIS Design Criteria --------------------------- Load Definitions -------------------------- Seismic Factor ------- --------------------- Building Lines ---------------------------- Shear Line Summary/Lateral Load Summary - - - - Lateral Analysis - Seismic ------------------ Lateral Analysis - Wind -------------------- Shear Wall Work Sheets ------------------- SECTION C: BEAMS, POSTS, & FOOTINGS 2 3-4 5=6 7-8 9 10-14 15-16 17-31 Beam and Header Calculations --------------- 32-35 Posts & Footing Calculation - - - - - - - -.- - - - - - - - - . 36-37 Floor & Roof Framing I -Joist Tables --------- 38-42 Post & Beam - Beam Calculation - - - - - - - - - - - - - 43 B-SUTITE COUNTY EsULDING DIVISION SECTION D: ATTACHTMENTS '� V Truss Calculations ------------------------ #1 Energy Calculation ------------=----------- #2 DESCRIPTION: Page I Calculations include a lateral and vertical analysis for a new 4 1 ' x 70' house with a room over the garage. No other analysis is offered or implied by this review. MATERIALS: (UNLESS OTHERWISE SPECIFIED) Structural Lumber: Douglas Fir No. 2 * Better. (Moisture Content @ 19%. max). Studs, plates, and blocking to be stud grade or standard and better, minimum. Rafters, Joists, and headers 2x4 through 4x 12* to be #2 * Better u.n.o. Posts, smaller than GxG to be #2 * Better u.n.o. Sheathing and sub -flooring shall conform to UBC Standard 23-2, 23-3, minimum. For shear panels, OSB may be substituted for CDX panels provided equal of greater thickness is provided. Timber connections to be Simpson of equivalent, installed per the manufacturer's most current requirements. Manufactured beams: Boise -Cascade, BC Versalam. Floor Joists: Boise -Cascade, BC Floor Joists. Beam and floor Joist manufactures maybe substituted providing equivalent "E" and "Fb" values or (greater) are provided. Concrete shall have a 2500 psi strength minimum at 28 days. Reinforcement shall be ASTM A -G 15, Grade GO, minimum. Bolts and. Rods shall be ASTM A-307, minimum. Structural Steel shall be A -3G,; (E=3G ksi), n.n.o. All materials are to meet manufacturer's minimum requirements. 501L BEARING: I have inspected the bearing strata and find it meets or exceeds the materials classified as Item *5 in CBC Table 1806.2, hence the allowable bearing pressure is deemed to be 1 500 psi. Calculations prepared by: Andrew J. O'Sullivan, P.E. Date: 10/29/1 G LIC. # G45 I G, EXPIRES OG/30/ 1 7 Fowler Replacement House DESIGN CRITERIA Floor Live Loads Roof Live Loads Roof Snow Load I . Flat Roof 2. Snow Exposure f 3. Importance, Factor 4. Thermal Factor Wind Loads I . Banc Wind Speed with 105 mph @ 3 sec gusts 2. Importance Factor 3. Exposure 4. Internal Pressure 5. Component � Cladding G. t Lateral Wind Pre5ure Used ' I I Page 2 I 40 psf 20 -p5f - Pg No Recd. - Pf No Rect. - Ce N/A - I N/A - Cf N/A I 10 mph - I I :0 C N/A N%A 20 psf UTTff COUNTY BUILDING DIVISION. APR VE 1 r � r} 4 LOADING DEFINITIONS JOB # Fowler House Page 3 RISE RUN FACTOR ANGLE ROOF SLOPE: G '12 1. 1 2 J 26.57 ROOF DEAD LOAD (DL): Metal Roofing 2.5 psf ROOF PLY 2.0-p5f (TRUSSES BY OTHERS)FRAMING 5.0 psf INSULATION 1 .5 psf Misc. 3.5 psf . GYP. BD. 2.5 psf (UN -ADJUSTED) TOTAL ROOF = 17.00 psf ADJUSTED ROOF DEAD LOAD = 19.0 psf ROOF SNOW LOAD 0.0 psf . SNOW LOAD REDUCTION 0.0 psf ADJUSTED SNOW LOAD 0.0 psf ROOF LIVE LOAD (Table I G07. 1) 20.0 psf ti• EXTERIOR WALLS Hardy Plank 2.0 psf - 3/8" PLY 1.0 psf 2 X G FRAMING 2.5 psf INT. FINISH 2.5 psf INSULATION 1.0 psf Misc I .O psf TOTAL EXT. WALL DEAD LOAD = 10.0 psf INTERIOR WALLS D,L. FRAMING (2x4 @ I G" o.c.) 2.5 psf FINISH (Gyp Board) 5.0 psf M I5C.. 2.5 psf TOTAL INT. WALL DEAD LOAD = 10.0 psf FLOOR D. L. 12.0 psf L. L. 40.0 psf ALLOWABLE FOUNDATION PRESSURE 1 500 psf EQUIVALENT SOIL FLUID PRESSURE N/A (Table I G 10. 1) FRICTIONAL RESISTANCE = 0.25U'r TE COUNTY SEISMIC CATAGORY: 50 BUILDING DIVISI®N SEISMIC SITE CLA55: . APPROVED 10/29/ 16 . Fowler Replacement House Page 4 Load Combinatlon5 CBC 1 605.3.2 5ei5mic Combinations 6- 1 6 . D + L + (Lr or 5 or R) 19 P5F+0+0.2(60P5F) = 19 P5F I6 -I6 D+L+WW 19 P5F+0+0 = 19 P5F BUTTE COUNTY BUILIDING DIVISION 1 6-18 D+ L+ WW + 5/2 APPROVED 19 P5F + 0 + 0 + ((0.2)(60 P5F))/2 = 19 P5F 16-19 D+L+5+WW/2 19 P5F + 0 + (0.2)(60 P5F) + 0 = 19 P5F 16-20 D+L+5+E/1.4 19 P5F + 0 + (0.2)(60 P5F) + 0 = 19 P5F 16-2'1 0.9D + E/1 .4 (0.9)( 19 P5F) + 0 = 1 7. 1 P5F 10/29/1 6 t Fowler House Page 5 505mlc Load ASCE 7-10 12.8 Oroville, CA Equivalent Later Force Equivalent Lateral.Force - Mt. Shasta, Ca V _ Cs*W (1 2.8- 1 ) 5eI5MIC, Response Coefficient (Cs) Cs = S Ds (12.8-2) WI) USGS Mapped Spectral Acceleration Values Ss = O. G3 16 (0.2 Sec Response) 51 = 0.2726 (1 .0 Sec Response) fa Coefficient - Site Class D Ss = 0.5 fa = 1.4 Ss = 0.75 fa ,_ 1.2 fa = 1 .2 + 0.2 * ((0.75-0. G3 1)/(0.75-0.5)) fa = 1.295 rJUTTE COUNTY -J ILDING DIVISION S E)s =Short Period Spectral Response Accelerate PRO,Eu S Ds _ fa * Ss * 2/3 _ 1.29.5* O.G3 1 * 2/3 = 0.545 505mic Loads Cont. Pacge 6 J fv Coefficient - Site Class D 51 = 0.2 fv = 2.2 51 = 0.3 fv = 2.0 fa = 2.0 + 0.2 * ((0.3-0.272)/(0.3-0.2)) fa = 2.056 S D1 = Short Period Spectral Response Acceleration S DI = fv * S 1 2/3 2.056 0.272 * 2/3 0.373 Ts = Structure Period (Plateau) Ts = 0.373/0.545 = 0.684 Ta = 0.02 16' ^0.7E= 0.16 Base Shear V = Cs* W BUTTECOUN BUILDING DIVISION C5 = 5d5 / (R/1) APPHUVED = 0:545/ (G.5/1 .0) = 0.0838 Page 7 FRONT ELEVATION BUTTE G®UNlY BUILDING DIVISION APPROVED .FLELEVATION 1 y , t FRONT ELEVATION BUTTE G®UNlY BUILDING DIVISION APPROVED .FLELEVATION 1 y , Page K KAR ELEVATION 13UTE COUNTY BUILDING DIVISION - RIGHT ELEVATION--, r Fowler Replacement.House` Lateral Load Summary Page 9 Wall Line Seismic Load lbs Wind Load lbs Controls I 762 2,750 Wind 2 1,222 4,455 Wind 3 957 3,465 Wind 4 2,345 5,775 Wind 5 6 1,962' 4,455 Wind A 1, 1 77 5,312 Wind B 2,997. 1 1,000. 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Date, 1�06/ Description' SHEAR 'WALL WORKSHEET JOB # Fowler House PANEL Line Length = 41.00 ft Maximum Building Line; 1 BOTTOM # OF .SIDES 1 / Diaphragm: Wall 3 ea P.L.F.: 95 ALT. MATERIAL: PANEL ID 1-1 Note: Use 7/16" Ply MATERIAL: GYP H= 10.00 ft 2 ea EDGE NAILIN( 6 in W= 19.00 ft 5/8" Abs 50% Capacity: Vtot/ (1330/2) 3 ea 72 in oc width ratiook FIELD NAILIN( 12 in Total V 1800 Lbs LTP4 Sill/Sole To Rim: f UNIT v 95 plf NOTES 1) SHEAR WALL VALUES ASSUME 209' INCREASE WITH FRAMING A I6"O.C. 2) ALL PANEL EDGES BACKED WITH 2' NOMINALOR WIDER FRAMING. PLW INSTALLED EITHER HOR12. OR VERT. SPACE NAILS AT 61NCHES O.C. ALONG INTERMEDIATE FRAMING MEMBERS FOR 318" PLY INSTALLED WITH FACE GRAIN PARALLEL TO STUDS SPACED 24 INCHES O.C. AND 12 INCHES O.C. FOR OTHER CONDITIONS AND PLY THICKNESSES. 3) FRAMING AT ADJOINING PANEL EDGES SHALL BE 31NCH NOMINAL OR WIDER AND NAILS SHALL BE STAGGERED WHERE NAILS ARE SPACED 2 ' O.C. OVERTURNING: 4 ea CONTROLLING LOAD: WIND (Reduction = 0.67) t''oL (PLF) DL: ROOF: W (LB) 3.0 ft L 19.0 ft PSF 19 psf F1083 Lbs WALL: W 19.0 ft ' H 10 ft „ (R) PSF 10 psf 1900 Lbs FLOOR/CLG: L 19.0 ft .. W 11.0 ft 16D Roof To Top PL: Vtot/(108*1.33) 13 ea 18 in oc 18 in oc PSF 12 psf 228 Lbs VtOt/(108*1.33) 13 ea DEAD LOAD TOTAL • - . 3211 Lbs .p. REDUCED DL TOTAL = 3211 Lbs * 0.67 2152 Lbs V PL: POINT DISTANCE: 19 ft POINT LOAD TOTAL = 7L C 0 Lbs (,��� p�� REDUCED PL TOTAL= 0 Lbs * 0.67 0 Lbs BUILDING DIVISION OTM vs RM: _1`� OTM 18000 ft*Lbs ( "PROVE" " RM 20440 ft*Lbs � �j C=T N.A. INO HOLD-DOWN REQUIRED SHEAR TRANSFER Quantity Maximum Theoretical BOTTOM 1/2" Anchor Bolts: Vtot/ (8 50) 3 ea 72'in oc 108 in oc 5/8" Anchor Bolts: Vtot/ (1330) 2 ea 72 in oc 216 in oc 5/8" Abs 50% Capacity: Vtot/ (1330/2) 3 ea 72 in oc 108 in oc BOTTOM LTP4 Sill/Sole To Rim: Vtot / (515) 4 ea 72 in oc 72 in oc LTP5 Sill/Sole To Rim: VtOt / (520) 4 ea 72 in oc 72 in oc TOP A35 Roof to Top PL: Vtot / (450) 4 ea 72 in oc 72 in oc RBC Roof To Top PL: Vtot / (440) 5 ea 54 in oc 54 in oc H1 Roof To Top PL: Vtot / (485) 4 ea 72 in oc 72 in oc H9KT Roof To Top PL: Vtot / (680) 3 ea 72 in oc 108 in oc 16D Roof To Top PL: Vtot/(108*1.33) 13 ea 18 in oc 18 in oc TOP/BOTTOM 16D Shear Transfer: VtOt/(108*1.33) 13 ea 18 in oc 18 in oc 16D Shear Transfer (TN): VtOt/(108*1.33*5/6) 16 ea 14 in oc 14 in oc HEAR * WALL WORKSHEET' .106 # Fowler House PANEL Line Length = 41.00 ft e� LINE # (s) 1 # OF SIDES 1 /1 FLOOR Wall P.L.F.: 95 ALT. MATERIAL: PANEL ID 1-2 Note: Use 7/16" Ply MATERIAL: GYP H= 10.00 ft EDGE NAILIN( 6 in W= 10.00 ft width ratio ok IFIELD NAILIN( 12 in Total V 950 Lbs JUNITv 95 plf NOTES 1) SHEAR WALL VALUES ASSUME 20% INCREASE. WITHFRAMING A 16-O.C. 2) ALL PANEL EDGES BACKED WITH 2"NOMINALOR WIDER FRAMING. PLW INSTALLED EITHER HORI2. OR VERT. SPACE NAILS AT 6INCHES O. C. ALONG INTERMEDIATE FRAMING MEMBERS FOR 3B' PLY INSTALLED WITH FACE GRAIN PARALLEL TO STUDS SPACED 24 INCHES O.C. AND 12 INCHES O.C. FOR OTHER CONDITIONS AND PLY THICKNESSES. 3) FRAMING AT ADJOINING PANEL EDGES SHALL BE 3INCH NOMINAL OR WIDER AND NAILS SHALL BE STAGGERED WHERE NAILS ARE SPACED 2 "D.C. OVERTURNING: CONTROLLING LOAD: WIND (Reduction = 0.67) `-IDL (PLr) v ' DL: ROOF: W 14.0 ft (tet 71 L 10.0 ft PSF 19 psf F2661 Lbs WALL: W 10.0 ft i H loft „(n) PSF 10 psf Fl000 Lbs FLOOR/CLG: L 10.0 ft i W 0.0 ft PSF 12 psf 0 Lbs DEAD,LOAD TOTAL 3661 Lbs REDUCED DL TOTAL = •3661 Lbs * 0.67 2453 Lbs I PL: POINT DISTANCE: loft POINT LOAD TOTAL_ 0 Lbs (Le) (e) REDUCED PL TOTAL = 0 Lbs * 0.67 0 Lbs OTM vs R +; OTM 9500 ft*Lbs BUTTE COUNTY IM I RM 12264 ft*Lbs BUILD0 DIVISION C=T N.A. NO HOLD-DOWN REQU'IRED3Lj (SUBTRACTS .73' FROM ARM DfST")u q SHEAR TRANSFER Quantity Maximum Theoretical BOTTOM 1/2" Anchor Bolts: VtOt/ (850) 2 ea 72 in oc 108 in oc 5/8" ABs 50% Capacity: Vtot/ (1330/2) 2 ea 72 in oc 108 in oc 5/8" ABs 50% Capacity: Vtot/ (1330/2) 2 ea 72 in oc 108 in oc BOTTOM LTP4 Sill/Sole To Rim: Vtot / (515) 2 ea 72 in oc 108 in oc LTP5 Sill/Sole To Rim: Vt.t / (520) 2 ea 72 in oc_ 108 in oc TOP A35 Roof to Top PL: Vtot / (450) 3 ea 54 in oc 54 in oc RBC Roof To Top PL: VtOt / (440) 3 ea 54 in oc 54 in oc H1 Roof To Top PL: Vtot / (485) 2 ea 72 in oc 108 in oc H9KT Roof To Top PL: Vtot / (680) 2 ea 72 in oc 108 in oc 16D Roof To Top PL: Vtot/(108*1.33) 7 ea 18 in oc 18 in oc TOP/BOTTOM 16D Shear Transfer: Vtot/(108*1.33) 7 ea 18 in oc 18 in oc 16D Shear Transfer (TN): Vtot/(108*1.33*5/6) 8 ea 15 in oc 15 in oc SHEAR WALL WORKSHEET JOB # Fowler House PANEL Line Length = 43.00 ft Theoretical BOTTOM • Building Line; 2 Vtot/ (850) 6 ea # OF SIDES 1 Diaphragm: Wall 5/8" Anchor Bolts: P.L.F.: 223 ALT. MATERIAL: PANEL ID 2-1 72 in oc 76 in oc MATERIAL: 3/8 PLY H= 10.00 ft BOTTOM LTP4 Sill/Sole To Rim: EDGE NAILIN( 6 in W= 20.00 ft -29 in oc width ratiook FIELD NAILIN( 12 in Total V. 4455 Lbs Vtot / (520) 9 ea UNIT v 223 Of ' NOTES 1) SHEAR WALL VALUES ASSUME 20916 INCREASE WITH FRAMING A 16-O.C. 2) ALL PANEL EDGES BACKED WITH 2-NOMINALOR WIDER FRAMING. PLW INSTALLED EITHER HORIZ. OR VERT. SPACE NAILS AT 61NCHES O.C. ALONG INTERMEDIATE FRAMING MEMBERS FOR 316- PLY INSTALLED WITH FACE GRAIN PARALLEL TO STUDS SPACED 24 INCHES O C. AND 12 INCHES O.C. FOR OTHER CONDITIONS AND PLY THICKNESSES. 25 in oc 3) FRAMING AT ADJOINING PANEL EDGES SHALL BE 3INCH NOMINAL OR WIDER AND NAILS SHALL BE STAGGERED WHERE NAILS ARE SPACED 2 -O.C. OVERTURNING: RBC Roof To Top PL: Vtot / (440) CONTROLLING LOAD: Wind (Reduction = 0.67) `'IOL (°LF) DL: ROOF: W 4.0 ft (16� L 20.0 ft 16D Roof To Top PL: Vtot/(108*1.33) 32 ea 7 in oc PSF 19 psf F 1521 Lbs WALL: W 20.0 ft 7 in oc H 10 ft „(r,) PSF 10 psf 2000 Lbs FLOOR/CLG: L 20.0 ft W 4.0 ft PSF 12 psf 960 Lbs DEAD LOAD TOTAL 4481 Lbs REDUCED DL TOTAL= 4481 Lbs ` 0.67 3002 Lbs PL: POINT DISTANCE: 20 ft �+ POINT LOAD TOTAL = 0 Lbs T`LB) c REDUCED PL TOTAL = 0 Lbs 0.671 0 Lbs +� BUTOUNIY OTM vs RM: OTM 44550 ft*Lbs RM 30020 ft*Lbs BUILD1N DIVISION C=T 727 Lbs HOLD-DOWN REQUIRE',PQj e 'AY SHEAR TRANSFER Quantity Maximum Theoretical BOTTOM • 1/2" Anchor Bolts: Vtot/ (850) 6 ea 46 in oc 46 in oc 5/8" Anchor Bolts: Vtot/ (1330) 4 ea 72 in oc 76 in oc 5/8" Abs 50% Capacity: Vtot/ (1330/2) 7 ea 38 in oc 38 in oc BOTTOM LTP4 Sill/Sole To Rim: Vtot / (515) 9 ea -29 in oc 29 in oc LTP5 Sill/Sole To Rim: Vtot / (520) 9 ea 29 in oc 29 in oc TOP A35 Roof to Top PL: Vtot / (450) 10 ea 25 in oc 25 in oc RBC Roof To Top PL: Vtot / (440) 11 ea 23 in oc 23 in oc H1 Roof To Top PL: Vtot / (485) 10 ea 25 in oc 25 in oc H9KT Roof To Top PL: Vtot / (680) 7 ea 38 in oc 38 in oc 16D Roof To Top PL: Vtot/(108*1.33) 32 ea 7 in oc 7 in oc TOP/BOTTOM 16D Shear Transfer: Vtot/(108*1.33) 32 ea 7 in oc 7 in oc ' 16D Shear Transfer (TN): Vtot/(108*1.33*5/6) 38 ea I 6 in oc 6 in oc SHEAR 'WALL WORKSHEET JOB # Fowler House PANEL Line Length = 43.00 ft Theoretical BOTTOM 1/2" Anchor Bolts: Vtot/ (850) Building Line; 3 48 in oc # OF SIDES 1 Diaphragm: Wall 5/8" Anchor Bolts: Vtot/ (1330) P.L.F.: 204 ALT. MATERIAL: PANEL ID 3-1 96 in oc 5/8" Abs 50% Capacity: Vtot/ (1330/2) 6 ea 38 in oc MATERIAL: 3/8 PLY H= 10.00 ft LTP4 Sill/Sole To Rim: Vtot / (515) EDGE NAILIN( 6 in W= - 17.00 ft 32 in oc width ratio ok FIELD NAILIN( 12 in Total V 3465 Lbs 7 ea 32 in oc JUNITv 204 plf NOTES 1) SHEAR WALL VALUES ASSUME 20% INCREASE WITH FRAMING A 16- O.C. 2) ALL PANEL EDGES BACKED WITH 2" NOMINALOR WIDER FRAMING. PLW INSTALLED EITHER HORIZ. OR VERT. SPACE NAILS AT 61NCHES O.C. ALONG INTERMEDIATE FRAMING MEMBERS FOR 3B" PLY INSTALLED WITH FACE GRAIN PARALLEL TO STUDS SPACED 24 INCHES O.C. AND 12 INCHES O.C. FOR OTHER CONDITIONS AND PLY THICKNESSES. 27 in oc 3) FRAMING AT ADJOINING PANEL EDGES SHALL BE 31NCH NOMINAL OR WIDER AND NAILS SHALL BE STAGGERED WHERE NAILS ARE SPACED 2 " O. C. OVERTURNING: 8 ea H CONTROLLING LOAD: Wind (Reduction = 0.67) VIOL (PLF) DL: ROOF: W 2.0 ft V ' (`B) L 17.0 ft 16D Shear Transfer: PSF 19 psf F 646 Lbs WALL: W 17.0 ft i H loft M (Fl) PSF 10 psf 1700 Lbs FLOOR/CLG: L 17.0 ft W 2.0 ft PSF 12 psf 408 Lbs DEAD LOAD TOTAL 2754 Lbs REDUCED DL TOTAL = 2754 Lbs * 0.67 1845 Lbs PL: POINT DISTANCE: 17 ft M `� POINT LOAD TOTAL = 0 Lbs( LB) B (LE) REDUCED PL TOTAL = 0 Lbs 0.67 0 Lbs BUTTE �. OUNW OTM vs RM: t� OTM 34650 ft'Lbs BUILDING DIVISION RM 15685 ft" Lbs C=T 1116 Lbs n — HOLD-DOWN REQUIRED-'( WED SHEAR TRANSFER Quantity Maximum Theoretical BOTTOM 1/2" Anchor Bolts: Vtot/ (850) 5 ea 48 in oc 48 in oc 5/8" Anchor Bolts: Vtot/ (1330) 3 ea 72 in oc 96 in oc 5/8" Abs 50% Capacity: Vtot/ (1330/2) 6 ea 38 in oc 38 in oc BOTTOM LTP4 Sill/Sole To Rim: Vtot / (515) 7 ea 32 in oc 32 in oc LTP5 Sill/Sole To Rim: Vtot / (520) 7 ea 32 in oc 32 in oc TOP A35 Roof to Top PL: Vtot / (450) 8 ea 27 in oc 27 in oc RBC Roof To Top PL: Vtot / (440) 8 ea 27 in oc 27 in oc H1 Roof To Top PL: Vtot / (485) 8 ea 27 in oc 27 in oc H9KT Roof To Top PL: Vtot / (680) 6 ea 38 in oc 38 in oc 16D Roof To Top, PL: Vtot/(108`1.33) 25 ea 8 in oc 8 in oc TOP/BOTTOM 16D Shear Transfer: Vtot/(108`1.33) 25 ea 8 in oc 8 in oc 16D Shear Transfer (TN): Vtot/(108'1.33*5/6) 29 ea 7 in oc 7 in oc SHEAR • WALL WORKSHEET jOs # Fowler House PANEL Line Length = 43.00 ft Theoretical BOTTOM 1/2" Anchor Bolts: Vtot/ (850) Building Line; 4 46 in oc # OF SIDES 1 A Diaphragm: Wall 5/8" Anchor Bolts: Vtot/ (1330) P.L.F.: 241 ALT. MATERIAL: PANEL ID 4-1 69 in oc 5/8" Abs 50% Capacity: Viot/ (1330/2) 9 ea 35 in oc MATERIAL: 3/8 PLY H=, 14.00 ft LTP4 Sill/Sole To Rim: Vtot / (5 15) EDGE NAILIN( 6 in W= 24.00 ft 25 in oc width ratiook FIELD NAILIN( 12 in Total V 5775 Lbs _.12 ea 25 in oc UNIT v 241 plf NOTES 1) SHEAR WALL VALUES ASSUME 20% INCREASE WITH FRAMING A I6.O.C. 2) ALL PANEL EDGES BACKED WITH 2" NOMINALOR WIDER FRAMING. PLW INSTALLED EITHER HORIZ. OR VERT. SPACE NAILS AT 61NCHES O.C. ALONG INTERMEDIATE FRAMING MEMBERS FOR ""PLY INSTALLED WITH FACE GRAIN PARALLEL TO STUDS SPACED 24 INCHES O.C. AND 12 INCHES 0. C. FOR OTHER CONDITIONS AND PLY THICKNESSES. 23 in oc 3) FRAMING AT ADJOINING PANEL EDGES SHALL BE 31NCH NOMINAL OR WIDER AND NAILS SHALL BE STAGGERED WHERE NAILS ARE SPACED 2 " O. C. OVERTURNING: 14 ea 21 in oc CONTROLLING LOAD: Wind (Reduction = 0.67) t'IBL DL: ROOF: W 7.5 ft � 1 1 L 24.0 ft i PSF 19 psf F3421 Lbs WALL: W 24.0 ft 16D Shear Transfer (TN): H 14 ft XH (�) PSF 10 psf. 3360 Lbs . FLOOR/CLG: L ' 24.0 ft W 15.0 ft PSF 12 psf 4320 Lbs DEAD LOAD TOTAL 11101 Lbs REDUCED DL TOTAL = 11 101 Lbs ' 0.67 7438 Lbs 1 PL: POINT DISTANCE: 24 ft �� 1 POINT LOAD TOTAL = 0 Lbs T` c REDUCED PL TOTAL = 0 Lbs * 0.671 0 Lbs +� BUTTE COUN OTM vs RM: OTM 80850 ft*Lbs 13UILDING DIVISION 0 RM 89254 ft*Lbs C=T N.A. INO HOLD-DOWN REQ;U,IRED�V SHEAR TRANSFER: Quantity Maximum Theoretical BOTTOM 1/2" Anchor Bolts: Vtot/ (850) 7 ea 46 in oc 46 in oc. 5/8" Anchor Bolts: Vtot/ (1330) 5 ea 69 in oc 69 in oc 5/8" Abs 50% Capacity: Viot/ (1330/2) 9 ea 35 in oc 35 in oc BOTTOM LTP4 Sill/Sole To Rim: Vtot / (5 15) 12 ea 25 in oc 25 in oc LTP5 Sill/Sole To Rim: Vtot / (520) _.12 ea 25 in oc 25 in oc TOP A35 Roof to Top PL: Vtot / (450) 13 ea 23 in oc 23 in oc RBC Roof To Top PL: Vtot / (440) 14 ea 21 in oc 21 in oc H1 Roof To Top PL: Vtot / (485) 12 ea 25 in oc 25 in oc H9KT Roof To Top PL: Vtot / (680) 9 ea 35 in oc 35 in oc 16D Roof To Top PL: Vtot/(108"1.33) 41 ea • 7 in oc 7 in oc TOP/BOTTOM 16D Shear Transfer: Vtot/(108*1.33) 41 ea 7 in oc 7 in oc 16D Shear Transfer (TN): Vtot/(108*1.33''5/6) 49 ea 6 in oc 6 in oc SHEAR WALL WORKSHEET JOB '# Fowler House PANEL Line Length = 43.00 ft Theoretical BOTTOM 1/2" Anchor Bolts: Vtot/ (850) # OF SIDES 1 Building Line; 5 & 6 Diaphragm: Wall 5/8" Anchor Bolts: P.L.F.: 97 ALT. MATERIAL: PANEL ID 5-1 72 in oc 300 in oc Note: Use 7/16" Ply MATERIAL: GYP H= 10.00 ft BOTTOM LTP4 Sill/Sole To Rim: EDGE NAILIN( 6 in FW= 26.00 ft 72 in oc width ratio FIELD NAILIN( 12 in Total V 2520 Lbs Vtot / (520) 5 ea UNIT v 97 plf NOTES 1) SHEAR WALL VALUES ASSUME 20% INCREASE WITH FRAMING A 16' O.C. 2) ALL PANEL EDGES BACKED WITH 2' NOMINALOR WIDER FRAMING. PLW INSTALLED EITHER HORIZ. OR VERT. SPACE NAILS AT 61NCHES O. C. ALONG INTERMEDIATE FRAMING MEMBERS FOR 3/6' PLY INSTALLED WITH FACE GRAIN PARALLEL TO STUDS SPACED 24 INCHES C.C. AND 12 INCHES O.C. FOR OTHER CONDITIONS AND PLY THICKNESSES. 60 in oc 3) FRAMING AT ADJOINING PANEL EDGES SHALL BE 3 INCH NOMINAL OR WIDER AND NAILS SHALL BE STAGGERED WHERE NAILS ARE SPACED 2 ' O.C. OVERTURNING: RBC Roof To Top PL: Vtot / (440) CONTROLLING LOAD: Wind (Reduction = 0.67) 111 OL (PLF) DL: ROOF: W . 3.0 ft v 1 (te) L 26.0 ft 18 in oc PSF _ 19 psf F1483 Lbs WALL: W 26.0 ft 18 in oc H loft Vtot/(108*1:33*5/6) PSF 10 psf 2600 Lbs FLOOR/CLG: L . 26.0 ft W 3.0 ft PSF 12 psf 936 Lbs DEAD LOAD TOTAL 5019 Lbs REDUCED DL TOTAL = 5019 Lbs ` 0.67 3362 Lbs I V I PL: POINT DISTANCE: 26 ft M J POINT LOAD TOTAL = 0 Lbs TL c (Le) (LB) REDUCED PL TOTAL = 0 Lbs * 0.671 0 Lbs yM , E' COUNTY OTM vs RM: 4� OTM 25200 ft"Lbs BUILDING DIVISION FM I. RM 43711 ft*Lbs 1 , v C=T N.A. NO HOLD-DOWN REQUIRED SHEAR TRANSFER Quantity Maximum Theoretical BOTTOM 1/2" Anchor Bolts: Vtot/ (850) 3 ea 72 in oc 150 in oc 5/8" Anchor Bolts: Vtot/ (1330) 2 ea 72 in oc 300 in oc 5/8" Abs 50% Capacity: Vtot/ (1330/2) 4 ea 72 in oc 100 in oc BOTTOM LTP4 Sill/Sole To Rim: Vtot / (515) 5 ea 72 in oc 75 in oc LTP5 Sill/Sole To Rim: Vtot / (520) 5 ea 72 in oc 75 in oc TOP A35 Roof to Top PL: Vtot / (450) 6 ea 60 in oc 60 in oc RBC Roof To Top PL: Vtot / (440) 6 ea 60 in oc 60 in oc H1 Roof.To Top PL: Vtot / (485) 6 ea 60 in oc 60 in oc H9KT Roof To Top PL: Vtot / (680) 4 ea 72 in oc 100 in oc 16D Roof To Top PL: Vtot/(108*1.33) 18 ea 18 in oc 18 in oc TOP/BOTTOM 16D Shear Transfer: Vtot/(108`1.33) 18 ea 18 in oc 18 in oc 16D Shear Transfer (TN): Vtot/(108*1:33*5/6) 22 ea 14 in oc 14 in oc SHEAR WALL WORKSHEET JOB # Fowler House PANEL Line Length = 43.00 ft LINE # (s) 5 & 6 # OF SIDES 1 FLOOR Wall P.L.F.: 97 ALT. MATERIAL: PANEL ID 6-1 Note: Use 7/16" Ply MATERIAL: GYP H= 14.00 ft EDGE NAILIN( 6 in W= 20.00 ft width ratiook IFIELID NAILIN( 12 in Total V 1937 Lbs JUNITv 96.9 NOTES 1) SHEAR WALL VALUES ASSUME 20% INCREASE WITH FRAMING A 16- O.C. 2) ALL PANEL EDGES BACKED WITH 2- NOMINALOR WIDER FRAMING. PLW INSTALLED EITHER HORIZ. OR VERT. SPACE NAILS AT 6 INCHES O. C. ALONG INTERMEDIATE FRAMING MEMBERS FOR 3B' PLY INSTALLED WITH FACE GRAIN PARALLEL TO STUDS SPACED 24 INCHES O.C. AND 12 INCHES O.C. FOR OTHER CONDITIONS AND PLY THICKNESSES. 3) FRAMING AT ADJOINING PANEL EDGES SHALL BE 3INCH NOMINAL OR WIDER AND NAILS SHALL BE STAGGERED WHERE NAILS ARE SPACED 2 ' O.C. OVERTURNING: CONTROLLING LOAD: Wind (Reduction = 0.67) 51BL (PLO DL: ROOF: W 7.0 ft (L8) L 20.0 ft PSF 19 psf 2661 Lbs / WALL: W 20.0 ft H 14 ft / / H (r,) PSF 10 psf F2800 Lbs / / FLOOR/CLG: L 20.0 ft W 15.0 ft / PSF 12 psf 3600 Lbs DEAD LOAD TOTAL 9061 Lbs REDUCED DL TOTAL = 9061 Lbs * 0.67 6071 Lbs PL: POINT DISTANCE: 20 ft �' + POINT LOAD TOTAL = 0 Lbs (LB) (LB) REDUCED PL TOTAL = 0 Lbs * 0.67 0 Lbs BUT'TE COUNT OTM vs R : OTM 27118 ft*Lbs BUILDING DIVISION RM 60708 ft*Lbs A C=T N.A. INO HOLD-DOWN REQUIRED LD (SUBTRACTS .73' FROM ARM DIST) SHEAR TRANSFER Quantity Maximum Theoretical BOTTOM 1/2" Anchor Bolts: Vtot/ (850) 3 ea 72 in oc 114 in oc 5/8" ABs 50% Capacity: .Vtot/ (1330/2) 3 ea 72 in oc 114 in oc 5/8" ABs 50% Capacity: Vtot/ (1330/2) 3 ea 72 in oc 114 in oc BOTTOM LTP4 Sill/Sole To Rim: Vtot / (515) 4 ea 72 in oc 76 in oc . LTP5 Sill/Sole To Rim: Vtot / (520) 4 ea 72 in oc 76 in oc TOP A35 Roof to Top PL: Vtot / (450) 5 ea 57 in oc 57 in oc RBC Roof To Top PL: Vtot / (440) 5 ea 57 in oc 57 in oc H1 Roof To Top PL: Vt.t / (485) 4 ea 72 in oc 76 in oc H9KT Roof To Top PL: VtOt / (680) 3 ea 72 in oc 114 in oc 16D Roof To Top PL: Vtot/(108*1.33) 14 ea 18 in oc 18 in oc TOP/BOTTOM 16D Shear Transfer: Vtot/(108*1.33) 14 ea 18 in oc 18 in oc 16D Shear Transfer (TN): Vtot/(108*1.33*5/6) 17 ea 14 in oc 14 in oc SHEAR WALL WORKSHEET jjbB # Fowler House PANEL Line Length = 27.00 ft Theoretical L Building Line A V;Dt/ (850) 4 ea # OF SIDES 2 Z Diaphragm: Wall 5/8" Anchor Bolts: P.L.F.: 241 ALT. M TERIAL: PANEL ID A-1 & A-2 54 in oc 54 in oc Note: Use 7/16" Ply MATERIAL: 3/8 CDX H= 10.00 ft BOTTOM LTP4 Sill/Sole To Rim: Double Ply EDGE NAILINi 6 in W= 5.50 ft 11 in oc width ratiook FIELD NAILINi 12 in Total V 2650 Lbs Vtot / (520) 6 ea UNIT v 482 plf NOTES 1) SHEAR WALL VALUES ASSUME 20% INCREASE WITH FRAMING A 16' O.C. 2) ALL PANEL EDGES BACKED WITH 2' NOMINALOR WIDER FRAMING. PLW INSTALLED EITHER HOR2. OR VERT. SPACE NAILS AT 6INCHES O.C. ALONG INTERMEDIATE FRAMING MEMBERS FOR 3/S' PLY INSTALLED WITH FACE GRAIN PARALLEL TO STUDS SPACED 24 INCHES O.C. AND 12 INCHES O.C. FOR OTHER CONDITIONS AND PLY THICKNESSES. ' 3) FRAMING AT ADJOINING PANEL EDGES SHALL BE 3 INCH NOMINAL OR WIDER AND NAILS SHALL BE STAGGERED WHERE NAILS ARE SPACED 2 ' O. C. OVERTURNING: Vtot / (440) 7 ea CONTROLLING LOAD: Wind (Reduction = 0.67) WDL (PLr) DL: ROOF: W 3.0 ft I v j (`B) L 6 ft TOP/BOTTOM PSF 19 psf 314 Lbs WALL: W 6 ft H 10 ft „ (FT) PSF - 10 psf 550 Lbs FLOOR/CLG: L 6 ft W 2.0 ft PSF 12 psf 132 Lbs DEAD LOAD TOTAL 996 Lbs p a. REDUCED DL TOTAL =996 Lbs ` 0.67 6671bs PL: POINT DISTANCE: 6 ft I v POINT LOAD TOTAL = 0 Lbs T` L (LB) (LB) REDUCED PL TOTAL = 0 Lbs 0.671 0 Lbs L3UTTE COUNTY OTM vs RM: OTM 26500 ft*Lbs S WILDINt- DIVISION MI RM 1834 ft*Lbsfi r -A ,—t, -1U VE C=T 4485 Lbs HOLD-DOWN REQUIRED F, U U (SUBTRACTS. 73' FROM ARM DIST) SHEAR TRANSFER Quantity Maximum Theoretical BOTTOM 1/2" Anchor Bolts: V;Dt/ (850) 4 ea 18 in oc 18 in oc 5/8" Anchor Bolts: Vtot/ (1330) 2 ea 54 in oc 54 in oc 5/8" Abs 50% Capacity: Vtot 111 (1330/2) 4 ea 18 in oc 18 in oc BOTTOM LTP4 Sill/Sole To Rim: Vtot / (515) 6 ea 11 in oc 11 in oc LTP5 Sill/Sole To Rim: Vtot / (520) 6 ea 11 in oc 11 in oc ' TOP A35 Roof to Top PL: VtDt / (450) 6 ea 11 in oc 11 in oc RBC Roof To Top PL: Vtot / (440) 7 ea 9 in oc 9 in oc H1 Roof To Top PL: Vtot / (485) 6 ea 11 in oc 11 in oc H9KT Roof To Top PL: VtDt-/ (680) 4 ea 18 in oc 18 in oc 16D Roof To Top PL: Vtot/(108.1.33) 19 ea 3 in oc 3 in oc TOP/BOTTOM 16D Shear Transfer: VtOt/(108*1.33) 19 ea 3 in oc 3 in oc 16D Shear Transfer (TN): VtDt/(108*1.33*5/6) 23 ea 2 in oc 2 in oc SHEAR WALL WORKSHEET JOB '# Fowler House PANEL Line Length = 75.00 ft Theoretical BOTTOM Building Line B Vtot/ (850) 2 ea # OF SIDES 1 Diaphragm: Wall 5/8" Anchor Bolts: P.L.F.: 240 ALT. MATERIAL: PANEL ID B-1, 2 &.4 54 in oc 54 in oc Note: Use 7/16" Ply MATERIAL: 3/8 CDX H= 10.00 ft BOTTOM LTP4 Sill/Sole To Rim: EDGE NAILINi 6 in W= 5.50 ft 27 in oc width ratiook FIELD NAILIN( 12 in Total V 1315 Lbs Vtot / (520) 3 ea UNIT v 239 plf NOTES 1) SHEAR WALL VALUES ASSUME 20% INCREASE WITH FRAMING A 16'O.C. 2) ALL PANEL EDGES BACKED WITH 2• NOMINALOR WIDER FRAMING. PLW INSTALLED EITHER HORIZ. OR VERT. SPACE NAILS AT 6 INCHES O.C. ALONG INTERMEDIATE FRAMING MEMBERS FOR 318' PLY INSTALLED WITH FACE GRAIN PARALLEL TO STUDS SPACED 24 INCHES O.C. AND 12 INCHES O.C. ' FOR OTHER CONDITIONS AND PLY THICKNESSES. 3 ea 3) FRAMING AT ADJOINING PANEL EDGES SHALL BE 3 INCH NOMINAL OR WIDER AND NAILS SHALL BE STAGGERED WHERE NAILS ARE SPACED 2 ' O.C. OVERTURNING: RBC Roof To Top PL: CONTROLLING LOAD: Wind (Reduction = 0.67) `DL (PLF) DL: ROOF: W 20.0 ft v (LB) L 6 ft 16D Roof To Top PL: VtOt/(108*1.33) 10 ea 6 in oc PSF 19 psf 2091 Lbs WALL: W 6 ft 6 in oc, H 10 ft X X „ (FT) PSF 10 psf 550 Lbs FLOOR/CLG: L 6 ft W 2.0 ft PSF 12 psf 132 Lbs DEAD LOAD TOTAL 2773 Lbs REDUCED DL TOTAL = 2773 Lbs * 0.67 1858 Lbs . PL: POINT DISTANCE: 6 ft M POINT LOAD TOTAL = 0 Lbs TL L REDUCED PL TOTAL = 0 Lbs ' 0.67 0 Lbs BUTTE l.sOUN'd y OTM vs RM: —1`: OTM 13150 ft*Lbs BUILDING DIVISION RM 5109 ft*Lbs � j v C=T 1462 Lbs HOLD-DOWN REQUIRED (SUBTRACTS .73' FROM ARM DIST) SHEAR TRANSFER Quantity Maximum Theoretical BOTTOM 1/2" Anchor Bolts: Vtot/ (850) 2 ea 54 in oc 54 in oc 5/8" Anchor Bolts: Vtot/ (1330) 1 ea 54 in oc 54 in oc 5/8" Abs 50% Capacity: Vtot / (1330/2) 2 ea 54 in oc 54 in oc BOTTOM LTP4 Sill/Sole To Rim: Vtot / (515) 3 ea 27 in oc 27 in oc LTP5 Sill/Sole To Rim: Vtot / (520) 3 ea 27 in oc 27 in oc TOP A35 Roof to Top PL: Vtot / (450) 3 ea 27 in oc 27 in oc RBC Roof To Top PL: Vtot / (440) 3 ea 27 in oc 27 in oc H1 Roof To Top PL: VtOt /.(485) 3 ea 27 in oc 27 in oc H9KT Roof To Top PL: VtOt / (680) 2 ea 54 in oc 54 in oc 16D Roof To Top PL: VtOt/(108*1.33) 10 ea 6 in oc 6 in oc TOP/BOTTOM 16D Shear Transfer: VtOt/(108*1.33) 10 ea 6 in oc, 6 in oc 16D Shear Transfer (TN): VtDt/(108*1.33*5/6) 11 ea 5_in oc 5 in oc v SHEAR WALL WORKSHEET jOB # Fowler House PANEL Line Length= 75.00 ft LINE # (s) B # OF SIDES 1 FLOOR Wall P.L.F.: 240 ALT. MATERIAL: PANEL ID B-3 & B-5 Note: Use 7/16" Ply MATERIAL: 3/8 PLY H= 10.00 ft EDGE NAILIM 6 in W= 4.00 ft width ratio ok FIELD NAILINI 12 in Total V 957 Lbs IUNITv 239 Of NOTES 1) SHEAR WALL VALUES ASSUME 20% INCREASE WITH FRAMING A I6.O.C. 2) ALL PANEL EDGES BACKED WITH 2-NOMINALOR WIDER FRAMING. PLW INSTALLED EITHER HORIZ. OR VERT. SPACE NAILS AT 6INCHES O.C. ALONG INTERMEDIATE FRAMING MEMBERS FOR 3/6• PLY INSTALLED WITH FACE GRAIN PARALLEL TO STUDS SPACED 24 INCHES O.C. AND 12 INCHES O.C. FOR OTHER CONDITIONS AND PLY THICKNESSES. 3) FRAMING AT ADJOINING PANEL EDGES SHALL BE 3 INCH NOMINAL OR WIDER AND NAILS SHALL BE STAGGERED WHERE NAILS ARE SPACED 2 •O.C. OVERTURNING: CONTROLLING LOAD: Wind (Reduction = 0.67) WDL (PLF) v DL: ROOF: W 16.0 ft (LB) L 4 ft PSF 19 psf F1216 Lbs WALL: W 4 ft H 10 ft x (FT) PSF 10 psf 400 Lbs FLOOR/CLG: L 4 ft W 2.0 ft PSF 12 psf 96 Lbs DEAD LOAD TOTAL 1712 Lbs REDUCED DL TOTAL = 1712 Lbs " 0.67 1147 Lbs f L w Ii PL: POINT DISTANCE: 4 ft I u f POINT LOAD TOTAL = 0 Lbs TL (Le) (LB) REDUCED PL TOTAL = 0 Lbs * 0.67 0 Lbs tt,,�� a a TTE NW OTM vs R �� OTM 9570 ft*Lbs BUILDING DIVISION RM 2295 ft*Lbs Al t% F% t� ' FJ " C=T 1819 Lbs HOLD-DOWN REQUIRED" r M� � (SUBTRACTS .73' FROM ARM DIST) SHEAR TRANSFER Quantity Maximum Theoretical BOTTOM 1/2" Anchor Bolts: Vtot/ (850) 2 ea 36 in oc 36 in oc 5/8" Anchor Bolts: Vtot/ (1330) 1 ea 36 in oc 36 in oc 5/8" Abs 50% Capacity: Vtot/ (1330/2) 2 ea 36 in oc 36 in oc BOTTOM LTP4 Sill/Sole To Rim: Vtot / (5 15) 2 ea 36 in oc 36 in oc LTP5 Sill/Sole To Rim: Vtot / (520) 2 ea 36 in oc 36 in oc TOP A35 Roof to Top PL: Vtot / (450) 3 ea 18 in oc 18 in oc RBC Roof To Top PL: - Vtot / (440) 3 ea 18 in oc 18 in oc H1 Roof To Top PL: Vtot / (485) 2 ea 36 in oc 36 in oc H9KT Roof To Top PL: Vtot / (680) 2 ea 36 in oc 36 in oc 16D Roof To Top PL Vtot/(108*1.33) 7 ea 6 in oc 6 in oc TOP/BOTTOM 16D Shear Transfer: Vtot/(108*1.33) 7 ea 6 in oc 6 in oc 16D Shear Transfer (TN): Vtot/(108*1.33*5/6) 8 ea 5 in oc 5 in oc HEAR WALL WORKSHEET IJOB # Fowler House. PANEL Line Length = 75.00 ft LINE # (s) B # OF SIDES 1 FLOOR Wall P.L.F.: 240 ALT. MATERIAL: PANEL ID B-3 & B-5 Note: Use 7/16" Ply MATERIAL: 3/8 PLY H= 10.00 ft EDGE NAILINt 6 in W= 22.00 ft width ratiook FIELD NAILIN( 12 in Total V 5260 Lbs 1UNITv 239 plf NOTES 1) SHEAR WALL VALUES ASSUME 20% INCREASE WITH FRAMING A 16-O.C. 2) ALL PANEL EDGES BACKED WITH 2-NOMINALOR WIDER FRAMING. PLW INSTALLED EITHER HORIZ. OR VERT. SPACE NAILSAT 6INCHES O.C. ALONG INTERMEDIATE FRAMING MEMBERS FOR 3/6' PL Y INSTALLED WITH FACE GRAIN PARALLEL TO STUDS SPACED 24 INCHES O.C. AND 12 INCHES O.C. FOR OTHER CONDITIONS AND PLY THICKNESSES. 3) FRAMING AT ADJOINING PANEL EDGES SHALL BE 3INCH NOMINAL OR WIDER AND NAILS SHALL BE STAGGERED WHERE NAILS ARE SPACED 2 ' O.C. OVERTURNING: CONTROLLING LOAD: Wind (Reduction = 0.67) Wft (PLF) v DL: ROOF: W 15.0 ft (LB) L 22 ft PSF 19 psf 6272 Lbs WALL: W 22 ft H 10 ft (FT) PSF 10 psf F2200 Lbs FLOOR/CLG: L 22 ft W 2.0 ft PSF 12 psf 528 Lbs DEAD LOAD TOTAL 9000 Lbs REDUCED DL TOTAL = 9000 Lbs * 0.67 6030 Lbs W , PL: POINT DISTANCE: 22 ft �v TL C POINT LOAD TOTAL = 0 Lbs (Lal (LB) REDUCED PL TOTAL = 0 Lbs * 0.67 0 Lbs B 1 BUTTE COONTY OTM vs R+: OTM 52600 ft*Lbs BUILDING DIVISION 66331 ft*Lbs �An n � C=T N.A. NO HOLD-DOWN REQUIREDu--�� U (SUBTRACTS .73' FROM ARM DIST) SHEAR TRANSFER Quantity Maximum Theoretical BOTTOM 1/2" Anchor Bolts: Vtot/ (850) 7 ea 42 in oc 42 in oc 5/8" Anchor Bolts: Vtot/ (1330) 4 ea 72 in oc 84 in oc 1/2" Abs 50% Capacity: Vtot/ (850/2) 13 ea 21 in oc 21 in oc BOTTOM LTP4 Sill/Sole To Rim: Vtot / (515) 11 ea 25 in oc 25 in oc LTP5 Sill/Sole To Rim: Vtot / (520) 11 ea 25 in oc 25 in oc TOP A35 Roof to Top PL: Vtot / (450) 12 ea 23 in oc 23 in oc RBC Roof To Top PL: Vtot / (440) 12 ea 23 in oc 23 in oc H1 Roof To Top PL: Vtot / (485) 11 ea 25 in oc 25 in oc H9KT Roof To Top PL: Vtot / (680) 8 ea 36 in oc 36 in oc 16D Roof To Top PL: Vtot/(108*1.33) 37 ea 7 in oc 7 in oc TOP/BOTTOM 16D Shear Transfer: Vtot/(108*1.33) 37 ea 7 in oc 7 in oc 16D Shear Transfer (TN): Vtot/(108*1.33*5/6) 44 ea 6 in oc 6 in oc SHEAR WALL WORKSHEET y = JoB # Fowler House PANEL Line Length = 75.00 ft Theoretical BOTTOM Building Line C VtDt/ (850) 4 ea # OF SIDES 1 Diaphragm: Wall 5/8" Anchor Bolts: P.L.F.: 266 ALT. MATERIAL: PANEL ID C-1 60 in oc 60 in oc Note: Use 7/16" Ply MATERIAL: 7/16 CDX H= 10.00 ft BOTTOM LTP4 Sill/Sole To Rim: EDGE NAILINi 4 in W= 11.00 ft 24 in oc width ratiook IFIELD NAILINt 12 in Total V 2917 Lbs VtDt / (520) 6 ea I UNIT v 265 plf NOTES 1) SHEAR WALL VALUES ASSUME 20% INCREASE WITH FRAMING A 16' 0. C. 2) ALL PANEL EDGES BACKED WITH 2' NOMINALOR WIDER FRAMING. PLW INSTALLED EITHER HORIZ. OR VERT. SPACE NAILS AT 6 INCHES O.C. ALONG INTERMEDIATE FRAMING MEMBERS FOR 3/6' PLY INSTALLED WITH FACE GRAIN PARALLEL TO STUDS SPACED 24 INCHES O.C. AND 12 INCHES O.C. FOR OTHER CONDITIONS AND PLY THICKNESSES. 20 in oc 3) FRAMING AT ADJOINING PANEL EDGES SHALL BE 3 INCH NOMINAL OR WIDER AND NAILS SHALL BE STAGGERED WHERE NAILS ARE SPACED 2 ' O.C. OVERTURNING: VtDt / (440) 7 ea CONTROLLING LOAD: Wind (Reduction = 0.67) WDL (PLF) DL: ROOF: W 20.0 ft V (`B) L 11 ft TOP/BOTTOM PSF 19 psf 4181 Lbs WALL: W 11 ft H 10 ft „ (FT) PSF 10 psf F1100 Lbs ' FLOOR/CLG: L 11 ft W 7.0 ft PSF 12 psf 924 Lbs DEAD LOAD TOTAL 6205 Lbs p. < REDUCED DL TOTAL = 6205 Lbs ... " 0.67 4158 Lbs V PL: POINT DISTANCE: 11 ft } T U i POINT LOAD TOTAL = 0 Lbs TL (LB) (LB) REDUCED PL TOTAL = 0 Lbs 0.671 0 Lbs —l": BUTTE COUNTY OTM vs RM: OTM M❑ RM 29170 ft*Lbs 22867 ft*Lbs B��9�DIN DIVISION C=T 5731 bs HOLD-DOWN REQUlfZgWp� (SUBTRACTS .73' FROM ARM DIST) ' M A C SHEAR TRANSFER Quantity Maximum Theoretical BOTTOM 1/2" Anchor Bolts: VtDt/ (850) 4 ea 40 in oc 40 in oc 5/8" Anchor Bolts: VtDt/ (1330) 3 ea 60 in oc 60 in oc 5/8" Abs 50% Capacity: VtDt/ (1330/2) 5 ea 30 in oc 30 in oc BOTTOM LTP4 Sill/Sole To Rim: VtDt / (515) 6 ea 24 in oc 24 in oc LTP5 Sill/Sole To Rim: VtDt / (520) 6 ea 24 in oc 24 in oc FTOP A35 Roof to Top PL: VtDt / (450) 7 ea 20 in oc 20 in oc RBC Roof To Top PL: VtDt / (440) 7 ea 20 in oc 20 in oc H1 Roof To Top PL: VtDt / (485) 7 ea 20 in oc 20 in oc H9KT Roof To Top PL: VtDt / (680) 5 ea 30 in oc 30 in oc 16D Roof To Top PL: VtDt/(108*1.33) 21 ea 6 in oc 6 in oc TOP/BOTTOM 16D Shear Transfer: VtDt/(108*1.33) 21 ea 6 in oc 6 in oc 16D Shear Transfer (TN): VtDt/(108*1.33*5/6) 25 ea 5 in oc 5 in oc SHEAR WALL WORKSHEET "TjoB # Fowler House PANEL Line Length = 75.00 ft LINE # (s) C # OF SIDES 1 FLOOR Wall P.L.F.: 266 ALT. MATERIAL: PANEL ID C-2 Note: Use 7/16" Ply MATERIAL: 7/16 CDX H= 10.00 ft . EDGE NAILIN( 4 in W= 12.00 ft width ratio ok I FIELD NAILIN( 12 in Total V 3183 Lbs JUNITv 265 plf NOTES 1) SHEAR WALL VALUES ASSUME 20% INCREASE WITH FRAMING A 16- O.C. 2) ALL PANEL EDGES BACKED WITH 2•NOMINALOR WIDER FRAMING. PL W INSTALLED EITHER HORIZ. OR VERT. SPACE NAILS AT 6INCHES O.C. ALONG INTERMEDIATE FRAMING MEMBERS FOR 3/6' PLY INSTALLED WITH FACE GRAIN PARALLEL TO STUDS SPACED 24 INCHES O.C. AND 12 INCHES O.C. FOR OTHER CONDITIONS AND PLY THICKNESSES. 3) FRAMING AT ADJOINING PANEL EDGES SHALL BE 3 INCH NOMINAL OR WIDER AND NAILS SHALL BE STAGGERED WHERE NAILS ARE SPACED 2 "O. C. OVERTURNING: CONTROLLING LOAD: Wind (Reduction = 0.67) WOL (PLF) v DL: ROOF: W 20.0 ft (Le) L 12 ft PSF 19 psf 4562 Lbs WALL: W 12 ft H 10 ft (FT) PSF 10 psf 1200 Lbs FLOOR/CLG: L 12 ft W 7.0 ft PSF 12 psf 1008 Lbs DEAD LOAD TOTAL 6770 Lbs REDUCED DL TOTAL = 6770 Lbs * 0.67 4536 Lbs } u PL: POINT DISTANCE: 12 ft I v + POINT LOAD TOTAL = 0 Lbs (Le) (e) REDUCED PL TOTAL = 0 Lbs " 0.67 0 Lbs OTM vs R�v OTM 31830 ft*Lbs BUTTE COUNTY RM 27214 ft*Lbs BUILDING DIVISION C=T 385 Lbs HOLD-DOWN REQUIR'EjE) +gip,,= � (SUBTRACTS .73' FROM ARMuDIST)m d u a'' SHEAR TRANSFER Quantity Maximum Theoretical BOTTOM 1/2" Anchor Bolts: VtOt/ (850) 4 ea 44 in oc 44 in oc 5/8" Anchor Bolts: Vtot/ (1330) 3 ea 66 in oc 66 in oc 5/8" Abs 50% Capacity: VtOt/ (1330/2) 5 ea 33 in oc 33 in oc BOTTOM LTP4 Sill/Sole To Rim: Vtot / (515) Tea 22 in'oc 22 in oc LTP5 Sill/Sole To Rim: Vtot / (520) 7 ea 22 in oc 22 in oc TOP A35 Roof to Top PL: Vtot / (450) 8 ea 19 in oc 19 in oc RBC Roof To Top PL VtOt / (440) 8 ea 19 in oc 19 in oc H1 Roof To Top PL: VtOt / (485) 7 ea 22 in oc 22 in oc H9KT Roof To Top PL: Vtot / (680) 5 ea 33 in oc 33 in oc 16D Roof To Top PL: Vtot/(108*1.33) 23 ea 6 in oc 6 in oc TOP/BOTTOM 16D Shear Transfer: VtOt/(108`1.33) 23 ea 6 in oc 6 in oc 16D Shear Transfer (TN): Vtot/(108*1.33*5/6) 27 ea 5 in oc 5 in oc SHEAR. WALL WORKSHEET .loa # Fowler House PANEL Line Length = 75.00 ft Theoretical BOTTOM 1/2" Anchor Bolts: VtDt/ (850) # OF SIDES 1 Building Line: D Diaphragm: Wall 5/8" Anchor Bolts: P.L.F.: 87 ALT. MATERIAL: PANEL ID D-1 72 in oc 108 in oc Note: Use 7/16" Ply MATERIAL: 7/16 CDX H= 10.00 ft BOTTOM LTP4 Sill/Sole To Rim: EDGE NAILIM 6 in ® + 2 ea 72 in oc W= 10.00 ft width ratiook FIELD NAILIN( 12 in VtOt / (520) 2 ea JUNITv 87 plf I 344'�1r Total V 867 Lbs' NOTES 1) SHEAR WALL VALUES ASSUME 20% INCREASE WITH FRAMING A I6'O.C. 2) ALL PANEL EDGES BACKED WITH 2-NOMINALOR WIDER FRAMING. PLW INSTALLED EITHER HORIZ. OR VERT. SPACE NAILS AT 6 INCHES O.C. ALONG INTERMEDIATE FRAMING MEMBERS FOR 3B' PLY INSTALLED WITH FACE GRAIN PARALLEL TO STUDS SPACED 24 INCHES O.C. AND 12 INCHES O.C. FOR OTHER CONDITIONS AND PLY THICKNESSES. 108 in oc 3) FRAMING AT ADJOINING PANEL EDGES SHALL BE 3 INCH NOMINAL OR WIDER AND NAILS SHALL BE STAGGERED WHERE NAILS ARE SPACED 2 ' O. C. OVERTURNING: VtDt / (440) 2 ea CONTROLLING LOAD: Seismic (Reduction = 0.90) `y BL (PLF) DL: ROOF: W 20.0 ft V (`B) L 10 ft 18 in oc PSF 19 psf F 3801 Lbs WALL: W 10 ft 18 in oc H 10 ft x „ (FT) PSF 10 psf 1000 Lbs FLOOR/CLG: L 10 ft W 2.0 ft PSF 12 psf 240 Lbs DEAD LOAD TOTAL 5041 Lbs p.. a. REDUCED DL TOTAL = 5041 Lbs ' 0.90 4537 Lbs PL: POINT DISTANCE: 10 ft I U POINT LOAD TOTAL = 0 Lbs TL C (LB) (LB) REDUCED PL TOTAL = 0 Lbs " 0.901 0 Lbs BUTTECOUNTY O U R �TY OTM vs RM: �� OTM 8670 ft`Lbs UILDING DIVISION M❑ RM 22686 ft`Lbs P rWED C=T N.A. NO HOLD-DOWN REQUIRED? (SUBTRACTS .73' FROM ARM DIST) SHEAR TRANSFER Quantity Maximum Theoretical BOTTOM 1/2" Anchor Bolts: VtDt/ (850) 2 ea 72 in oc 108 in oc 5/8" Anchor Bolts: VtOt/ (1330) 1 ea 72 in oc 108 in oc 5/8" Abs 50% Capacity: Vtot/ (1330/2) 2 ea 72 in oc 108 in oc BOTTOM LTP4 Sill/Sole To Rim: Vtot / (5 15) 2 ea 72 in oc 108 in oc LTP5 Sill/Sole To Rim: VtOt / (520) 2 ea 72 in oc 108 in oc TOP A35 Roof to Top PL: Vtot / (450) 2 ea 72 in oc 108 in oc RBC Roof To Top PL: VtDt / (440) 2 ea 72 in oc 108 in oc H1 Roof To Top PL: VtDt / (485) 2 ea 72 in oc 108 in oc H9KT Roof To Top PL: Vtot / (680) 2 ea 72 in oc 108 in oc 16D Roof To Top PL: VtOt/(108"1.33) 7 ea 18 in oc 18 in oc TOP/BOTTOM 16D Shear Transfer: Vtot/(108*1.33) 7 ea 18 in oc 18 in oc 16D Shear Transfer (TN): VtDt/(108"1.33*5/6) 8 ea 15 in oc 15 in oc ..,@•.- ^ � •� .� } , 9 .*- is -M -I . -� �� " �. �• +, r -, s.,' •r .{ •� .. � . � ; 4 Date Description i k • _ Page �. I ' i.�'_ I• � '� �! i "I - I + w{ „ + I,�� I ! is •! 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Bow wl �, i ' �e: 1'_ !.. r. r i..�0/ G'�&,�,��forY� � i I +aI: ��I i si �•� �/®: i® +,1` ( � ., � i,i i . iE ' � ti + �I .I � ♦I. i3 ;. , I' .I a I i ., r, c; ! vr. err (• r a I1j _ ,1 - � t {' ( �'I .i � i1 � .�'I j r• i I ! i ��' i i{ I '. � I ' — , I .1_ _�k i 5� 7 i I I i ' ` I _._,_.._-_-' l ���_ .�I -6 i _ __"i- ! " I I ~ i ` • I' iii _... rS i I �' ! j r1 i •;�_ .-�, I ! rt i . � � i j � � I,� I r--{'- , 1 Title : Dsgnr: Description Scope Page 33 User: KW -0606743, Ver 5.8.0, 15 -Jun -2007 General Timber BeamPage 1 (c)1983-2007 ENERCALC Engineering Software Ifowler house.ecw:Calculations Description Garage Ridge Beam General Information Dead Load Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name VersaLam5.25x16 Center Span 28.00 ft .....Lu 2.00 ft Beam Width 5.250 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 16.000 in Right Cantilever ft .....Lu 0.00 ft Member Type Manuf/So.Pine Boise Cascade, Versa Lam 2800 Fb Beam Design OK ...Length/Deft Fb Base Allow 2,800.0 psi Load Dur. Factor 1.250 Fv Allow 190.0 psi Beam End Fixity Pin -Pin Fc Allow 900.0 psi 0.764 : 1 Camber ( using 1.5 E 2.000.0 ksi Full Length Uniform Loads Center DL 247.00 #/ft LL 260.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.953 in -1.956 in Deflection 0.000 in 0.000 in ...Location 14.000 ft Beam Design OK ...Length/Deft Span= 28.00ft, Beam Width = 5.250in x Depth = 16.in, Ends are Pin -Pin ...Length/Deft 352.5 171.75 Right Cantilever... Max Stress Ratio 0.764 : 1 Camber ( using 1.5 D.L. Deft ) ... Deflection 0.000 in Maximum Moment @ Center 49.7 k -ft Maximum Shear* 1.5 9.7 k 0.0 ' Allowable 0.000 in 65.0 k -ft Allowable 20.0 k 0.000 in Max. Positive Moment 49.69 k -ft at 14.000 ft Shear: @ Left 7.10 k Max. Negative Moment 0.00 k ft at 0.000 ft @Right 7.10 k .i, Le 4.118 ft Sxx 224.000 in3 Area 84.000 int Cf 1.000 Rb 5.357 Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 1.430 in Max. M allow 65.04 Reactions... @ Right 0.000 in fti 2,661.75 psi 2,661.7.5 fv 115.60 psi Left DL 3.46 k Max 7.10 k Fb 3,484.42 psi Fv 237.50 psi Right DL 3.46 k Max 7.10 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.953 in -1.956 in Deflection 0.000 in 0.000 in ...Location 14.000 ft 14.000 ft ...Length/Deft 0.0 0.0 ...Length/Deft 352.5 171.75 Right Cantilever... 237.50 psi 237.50 psi Camber ( using 1.5 D.L. Deft ) ... Deflection 0.000 in 0.000 in @ Center 1.430 in Bearing Length Req'd ...Length/Deft 0.0 0.0 ' @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 19.387 Le 4.118 ft Sxx 224.000 in3 Area 84.000 int Cf 1.000 Rb 5.357 Cl 0.996 Allowable fb 3,484.42 psi 3,500.00 ps 3,500.00 a i,TOP� UTTE COUNTY IL®IING DIVISION APPR 0 V E LD 1.502 in 1.502 in Max Moment Sxx Read @ Center 49.69 k -ft 171.11 in3 @ Left Support 0.00 k -ft 0.00 in3 @ Right Support 0.00 k -ft 0.00 in3 Shear Analysis @ Left Support @ Right Support Design Shear 9.71 k 9.71 k Area Required 40.884 in2 40.884 int Fv: Allowable 237.50 psi 237.50 psi Bearing @ Supports Max. Left Reaction 7.10 k Bearing Length Req'd Max. Right Reaction 7.10 k Bearing Length Req'd Allowable fb 3,484.42 psi 3,500.00 ps 3,500.00 a i,TOP� UTTE COUNTY IL®IING DIVISION APPR 0 V E LD 1.502 in 1.502 in Title-: Page 34 Dsgnr: Description Scope User: KW -0606743, Ver 5.8.0, 15 -Jun -2007 General Timber Beam Page 1' (c)1983-2007 ENERCALC Engineering Software fowler house.ecw:Calculations Description Garage Door Header Maximum Moment 32.1 k -ft General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name VersaLam5.25x11.875 Center Span 16.00 ft .....Lu 16.00 ft Beam Width 5.250 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.880 in Right Cantilever ft .....Lu 0.00 ft Member Type Manuf/So.Pine Boise Cascade, Versa Lam 2800 Fb 4.49 k Fb Base Allow 2,800.0 psi at 16.000 ft Load Dur. Factor 1.250 Fv Allow 190.0 psi Max @ Left Support Beam End Fixity Pin -Pin Fc Allow 900.0 psi @ Left 0.000 in E 2,000.0 ksi 0.00 k -ft @ Center 1.156 in Full Length Uniform Loads Max. M allow 34.75 Center DL 57.00 #/ft LL 60.00 #/ft 0.000 in Left Cantilever DL #/ft LL #/ft 105.19 psi Right Cantilever DL #/ft LL #/ft Point Loads Fv 237.50 psi Right DL 4.01 k Dead Load 7,100.0 lbs lbs lbs lbs lbs lbs lbs Live Load lbs lbs lbs lbs lbs lbs lbs ...distance 8.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary Deflection . - -0.771 in -0.831 in . Deflection 0.000 in 0.000 in ...Location Beam Design OK 8.000 ft BUTTE COUNITY' IN K3 BUILDIIM DIVISION i . , .s Span=t,16.00ft, Beam Width = 5.250in x Depth = 11.88in, Ends are Pin -Pin Max Stress Ratio 0.925 : 1 Maximum Moment 32.1 k -ft Maximum Shear * 1.5 6.6 k ,Allowable 34.7 k -ft Allowable 14.8 k ' Max.; Positive Moment 32.14 k -ft at 8.000 ft Shear: @ Left 4.49 k Max.` Negative Moment 0.00 k -ft at 16.000 ft @ Right 4.49 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 1.156 in Max. M allow 34.75 Reactions... @ Right 0.000 in fb 3,123.49 psi fv 105.19 psi Left DL . 4.01 k Max 4.49 k Fb 3,376.66 psi Fv 237.50 psi Right DL 4.01 k Max 4.49 k rDeflections , Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load , Deflection . - -0.771 in -0.831 in . Deflection 0.000 in 0.000 in ...Location 8.000 ft 8.000 ft ...Length/Deft 0.0 0.0 ...Length/Deft 249.1 230.99 Right Cantilever... Camber ( using 1.5D.L. Defl ) ... Deflection 0.000 in' 0.000 in ^ @ Center 1.156 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in BUTTE COUNITY' IN K3 BUILDIIM DIVISION i . , .s Title : Dsgnr: Description Scope: Page 35 User:04-0606743, Ver,5.8.0, 15 -Jun -2007 General Timber Beam Page 1 (c)1983-2007 ENERCALC Engineering Software fowler house.ecw:Calculations Description Porch Ridge Beam General Information Dead Load Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 4x12 Max Stress Ratio Center Span 8.00 ft .....Lu 2.00 ft Beam Width 3.500 in Left Cantilever 2.00ft .....Lu 0.00 ft Beam Depth 11.250 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.2 ...Length/Deft 7.6 k -ft Allowable Fb Base Allow 900.0 psi Load Dur. Factor 1.250 Fv Allow 180.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Max' Negative Moment 0.00 k -ft E 1,600.0 ksi Full Length Uniform Loads Center DL 247.00 #/ft LL 260.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span= 8.00ft, Left Cant= 2.00ft, Beam Width = 3.500in x Depth = 11.25in, Ends are Pin -Pin Dead Load Total Load Left Cantilever... Max Stress Ratio 0.535 : 1 Deflection -0.034 in -0.070 in Deflection Maximum.Moment 0.055 in 4.1 k -ft Maximum Shear ` 1.5 2.3 k 1,787.1 Allowable' ...Length/Deft 7.6 k -ft Allowable Right Cantilever... 8.9 k 225.00 psi Max. Positive Moment 4.06 k -ft at 4.000 ft Shear: @ Left 2.03 k @ Center Max' Negative Moment 0.00 k -ft at 8.000 ft @ Right 2.03 k 0.040 in Max @ Left Support 0.00 k -ft Camber: @ Left 0.040 in Max @ Right Support 0.00 k -ft Stress Calcs @ Center 0.051 in Max. M allow 7.58 Bending Analysis Reactions... '@ Right 0.000 in fb 659.26 psi fv 59.49 psi Left DL 0.99 k Max 2.03 k Fb 1,232.16 psi Fv 225.00 psi Right DL 0.99 k Max 2.03 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.034 in -0.070 in Deflection 0.027 in 0.055 in ...Location 4.000 ft 4.000 ft ...Length/Deft 1,787.1 870.6. ...Length/Deft 2,802.3 1,365.22 Right Cantilever... 225.00 psi 225.00 psi Camber ( using 1.5' D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.051 in Bearing Length Req'd ...Length/Deft 0.0 0.0 @ Left 0.040 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 30.585 Le 4.118 ft Sxx 73.828 in3 Area 39.375 in2 Cf 1.100 Rb 6.738 CI 0.996 Allowable fb 1,232.5ps1,237.'0 pi TE C®U® TY LONG D VAIS N A&IYVr� 0.927 in 0.927 in Max Moment Sxx Req'd @ Center 4.06 k -ft 39.50 in3 @ Left Support 0.00 k -ft 0.00 in3 @ Right Support 0.00 k -ft 0.00 in3 Shear Analysis @ Left Support @ Right Support Design Shear 2.34 k 2.34 k Area Required 10.410 in2 10.410 in2 Fv: Allowable 225.00 psi 225.00 psi Bearing @ Supports Max. Left Reaction 2.03 k Bearing Length Req'd Max. Right Reaction 2.03 k Bearing Length Req'd Allowable fb 1,232.5ps1,237.'0 pi TE C®U® TY LONG D VAIS N A&IYVr� 0.927 in 0.927 in Date Description „ Page �' ' � '. `•tis "_ r- . - ;% {t � �" .,� � Date Description • a Page i 1. i I^ ; � ! I i f I I •! — i I � i ( ' j; i ... f- r� I I Tisk I - o -i _',- c ._, ,'• y '•L.iirj �'I1iit�� —' . -��—r� -�'-II' i i I�1I' if1, f' ''q - r` •-_-Pr.'•1 IJJI� Ii' j r; II�'I '—•.� - �. ��_ '• 1 f'•II,�1 Ij(ff� I I �!,�f1, ••.tJtrO•.r•-?���...r{I i1/Iii ,l'I _.. 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T�; �,�• y�s ��« [r ,fl •Wri f ti' •.� t.:aA� a ?�•zr �•t, � �'s' a r f �1' },�; -� �� rr �� �,1 :.,-.-,br,�"t ' y�r ry "rr ` G� �l'"t _ �}s � _ Y�. Ak s,r,•. -. v ..�.�a e_ . yes *..* 1`�1r2. .�J.. `'A 4,�R.. �.i1 y �. 4 t+h ' ?fir ` ` ` , tR. e TM�`''�»:�� ..,, �� �..�:`�,�• �`f..`, s .'r1 r� ioyyw �i r ,�pi� a �, i. r ' r y1� `Tl t •� x "^- �,,,,i3�t" t•.• M• } .� '� Y"7 t"i'" �;•Yr Fr 1rq - �1r �4 1~ " q�k •t Mt;�1:' w Ss 1 a z � ..7"• �'`^d-1'�'c"�-. ` % �r'. �' �"�� , � 1. :.d' "� � t � " o. :j•.ra� F ,k„ n'.��-.•..`a'• 4�l�lnti..r+ .. 1. k .,•'c t+. �. r y'� ,�{ r a, \ in-�`�'+ y .��~"�'�+'_.' " i•'r' �� �4��; int '��jj4 K it w.•1, ,�4 .:� K%, xs1 ..` 'hF�ry.��grµ 'e,, t.•�1•*.. Eyk3k szu,°►` x +�. a -,?'y r`ri .c.' �^ ....,.,i k� �, s •tip. j00tlp(Nti"•R,TLlIt11t'�!; 1 i i 1 •! 1 1. LP .SOLIDSTA T I -JOISTS LPI 53® 2,Z #. ,k, ' 7 . LP Sol d'St-art l-JoiSt"re straighter and. more uniform in strengths stiffness and size with greater load-bearing capacity and lo,n,ger spans than traditional lumb'er.. PRODUCT FEATURES: • Straighter and more uniform instrength, stiffness and size •. Light weight • Install faster•because-they are available in long lengths saving you time and money • Greater load-bearing capacity Provide longer spans and.rnbre open floor plans. • Allows for HVAC and plumbing to be run through webs when needed • Allows ceilings and floors to be designed with sewer pieces, reducing installation time • Less likely to split, shrink, twist, warp or bow reducing squeaks , • Lifetime Limited Warranty • LP uses SFI1 forest management and fiber sourcing systems BUTTE COUNTY LIFEDIIVI IIZ BUILDING DIVISION I.IMITED W.�.RR9ItTi'i See complete w.orronty Molls,` otLPCorp:comorctrll7.333.3?0.03?5. APMOO �q U.S. TECHNICAL GUIDE pl a, variiyavpilahiiiyvviih the L2SolidStart �5 n tGWood ProduCi.dliiribuiorinypurVajea pdorto speciyin; :hese,oroduc_s. Ptd. Ut 50 - � � -:— Page 39 .� THESE TABLES MOST it USED I- HIE' E N CONJUNCTION WITH ?HELP" --LP- SOLIDSTAAT- TECH41CAL GUIDE FOR RESIDENTIAL CONSTRUCTION. .OESI_GN VALUES I Depth I mihii-tire cicness l sepias Interior hiaction Capacity, lbs).:FI2qg-e-.8ia-i Weight Moment Et K.(x'10.`1'. -shea, onoth ,, Dep oil, (lb -ft) I ob.$)' 111 LPI 53 W/cuts!iffinei; i - - I WittirstiffeKersVV/dutStiffeners 4000 2150'L -ol 45 118. VI/601 StilfferErs LPI Wj6&StMznen With jtjifjjis 7 I KL -5 (2") 6; i2d (3'11c') Cornerm 1 -530 4 1125 195 Clio -'92 OE 3 1 e5 2065 230C IF 259 6990 656 0'.7 1 555 '1-21'530 NOTES: LP ljdis'tsshlll be rip5hmed foir Ory -use -co nr-jonsorI,,,,Dy-vsP applies coafoducu lf-.culled Ir.z.-flor wi-runonsinwhich zhevulvaiep' t r6aistwre content in lumber -Mll no, exceed 12%, MomimI: and 5near:ate ror norm lid duration a*nd'zliall be adjusted according to coda, rAs= ma ment s1n;ill no, on Increased - r re-gaddve 4. rn-mo2 Dedet "ion talc ladons sha all Inch idn hn Fi i ine s1nea f dub, 'boons Pefldr ,;ion p a!;:r,-,Pi(! 6 'it e) C 6 bending szlff-css(� m zael El < -w = UnIfirm! lead (00 r 5--eaj, Eji.- Za L = desrgn spin (f i) Equ-tlohs mar othercondizion-, can be (bund in engideening fnfeicncm Refei to APA�,Pmduct PeportPR-1-238 REACTION AND -BEARING --CAPACITY PROFILE DETAILS .LPI 53.0 2-11116�_ l - NOTE - S 1. EM and Interior Rnacdon Capia, r1j, 0 r ,7icy sbali be limited by Ehe,5tange Snaring C wl � I the bpcuin, c i.54paky of -the -a ge��cwl 2. -J-ho"-.4n length, is based nn Ina allcwzole 01111'resslor, acZvnilflin for easeif ecigs. '1 To a - ccoun' %r none e2sinewhen deze-iminfirIg die bea;iNp�r-ky cpqf he -fib -' gwie iubif 0.10" roAlienan 4. Rt?actldn,CL,:.Oaettiisfur naitnai.icidduration lndshillbbiriju5if;dacro;dilv.,,ocodc.Flanp.e2,:�.,ifis :-nadng .,CapadLyra;.tiC:Inrre!aSedrnVr,-,c:,:.T,:{lal ttrc rninim lint a I I r. ng In. L I A ca r n z c I I I n I ; El ;6 A ca f i .5 a R 6 c I i o.; C a p*g d ry e'ei -, i. h kin i fril m t am d m, aI � m I i m pewirw IEP3I]b Is �euhlvedf. Bearing lenE "thslonger*ihan thfi'ma;mmuni do not fum6 inr.;65h Reactioll : Capecity. F16rvp Oaadnv Calsiciry and that cta wand: suppon, v.ill inc cast Wtlh aflelitian;,it bna; Ing lcngzh, G See lcr� vi . be v fdr Infcr-ma06 cin ch stiffener, q*7.v- and. nailin;g, WE8'5TIFFENER REQUIREMENTS Se7iiiR I Depth I mihii-tire cicness l End 46actlon 6picl tyl (lbs)' Interior hiaction Capacity, lbs).:FI2qg-e-.8ia-i iqailp -serie's-- onoth Minimum Bearing (3-i12-) (�54-1�-) qqg 1 111 LPI 53 W/cuts!iffinei; i - - I WittirstiffeKersVV/dutStiffeners tAth Stifliniis* VI/601 StilfferErs .4,11h Stiffeners` Wj6&StMznen With jtjifjjis 'Capacity- (lb/in) (2") 6; i2d (3'11c') Cornerm 1 9 1/2^ 00 1125 195 1320 2065 230C 1161) 259 S' '1-21'530 117/2` 880.I dts .1 20 I ices 2120 I 2485 �2265 24 .00 2735 ;its UES 2iss 2655 21525 I 2545 I1 is :.aa 2216 2816 260 3740 NOTE - S 1. EM and Interior Rnacdon Capia, r1j, 0 r ,7icy sbali be limited by Ehe,5tange Snaring C wl � I the bpcuin, c i.54paky of -the -a ge��cwl 2. -J-ho"-.4n length, is based nn Ina allcwzole 01111'resslor, acZvnilflin for easeif ecigs. '1 To a - ccoun' %r none e2sinewhen deze-iminfirIg die bea;iNp�r-ky cpqf he -fib -' gwie iubif 0.10" roAlienan 4. Rt?actldn,CL,:.Oaettiisfur naitnai.icidduration lndshillbbiriju5if;dacro;dilv.,,ocodc.Flanp.e2,:�.,ifis :-nadng .,CapadLyra;.tiC:Inrre!aSedrnVr,-,c:,:.T,:{lal ttrc rninim lint a I I r. ng In. L I A ca r n z c I I I n I ; El ;6 A ca f i .5 a R 6 c I i o.; C a p*g d ry e'ei -, i. h kin i fril m t am d m, aI � m I i m pewirw IEP3I]b Is �euhlvedf. Bearing lenE "thslonger*ihan thfi'ma;mmuni do not fum6 inr.;65h Reactioll : Capecity. F16rvp Oaadnv Calsiciry and that cta wand: suppon, v.ill inc cast Wtlh aflelitian;,it bna; Ing lcngzh, G See lcr� vi . be v fdr Infcr-ma06 cin ch stiffener, q*7.v- and. nailin;g, WE8'5TIFFENER REQUIREMENTS Se7iiiR I Depth I mihii-tire cicness l A6.1 M -urn Height Nail Size--. iqailp MInimLm'Nallolstance. Series- 9��i 23/32"3 T I 111 LPI 53 Od (�-V -n '") "" 0' Co' 2000 - i0d (3-) In lid (�-Ij4t mu.n Lot sso 14' LPI 520 (2") 6; i2d (3'11c') Cornerm 1 3: i--,/2- iio0 16 d 51 -Pe, (34/4") 12-7/8, 16* 1161) L -E -d (3-1/2') Sox or 0 'mun Nails maybe Box or Common FLANCE FACE NAILING -,I- Nail Size and Type T - MInimLm'Nallolstance. Series- -- I o—'sp—5cini; T I Od (�-V -n '") "" 0' Co' 2000 - i0d (3-) In lid (�-Ij4t mu.n Lot sso I 1t 718' LPI 520 (2") 6; i2d (3'11c') Cornerm 1 3: i--,/2- iio0 16 d 51 -Pe, (34/4") 16* 1161) L -E -d (3-1/2') Sox or 0 'mun S' NOTES: L U-Monly i0d,box nr,?,d nwils wilpli secudri? art LPI floo: u; rool joisC In its suppwis. RIM 6 BLOCKING CAPACITY .Ur.ltb-,,n Vertical Series- I Depth Load 2000 Lot sso I 1t 718' I 2000 1 14" iio0 16* 1161) NOTES: L Unilffo-f,-n kreirzic-d Lost CaPady5 tall noi-b- adjusi-djorload dwation. P, ukiisn a., qouash blocks. Do noLusa LPI diii o; bli-irkIno! IGSu0-v--.;t toEds. 3. -L-aivial load rajiait} fb; all )e3 Abq� Its; z al '- u� ri-,-, " II It by 6. i� �af-jn z-ils -Y— t-� - 11- - used ,Donot exceed ,--,uIrErnzni:5 abcve. DEM--olne 1,4 unci ifUn0i er1,d.FeaCZIon capacipy for a 11-7118i' 011:5130 iti-gearing for,i r.qn-s h9w ropi-loz"d. 2-ndsuliporc i:n SA, wall glake 0*25,oi1i. DE[EiMlne E;id-Reaction (ER) vdoui SJf.l.enE(s- E-r' =3&0. (H2O - *886)-(2!'- 1,5-)1(4" - I.S') =.°29 Itis 2. �adjusi fu'-- load dWti6n;Adj6sted; E8-= 928 * 1,25 ibs Def an ire.—B, Capacity (Fs[): I . 24- 1 1 'Br = 103-5 Win . .�21901bs 4. Ocicioninn-mll Pla' Zu'Reming, raparizy (P -,C)- 0 -ac = 4,25 p51 -:(?. bus* - ww") , 2" , 1558 jia5 S. Fimal End Pendr,16ri Capacity vv/out 51iffni-in;t = ISO ins -7 t Ica k jr 09 Zr it, U 1 v C-0 ,BUTTE 3UILDINO DIVIk's 10 P)l , APP RO'h 4 40 PSF.LIVE.LOAO, 25 PSF. DEAD LOAD -- SIm MSpan - S.:r(es .�:. � t. { � �[®®r� span Table � ,r • f. _ ' -, � .• , ..''._.'.....><.._..,�._..�_.,.:._....�.�.�..�.. L/350 - 1 L/460•_.40 Web Stiffeners- ,�...:.� ,. ,. � THESE TABLES MUST BEUSED IN CONJUNCTION THE 'SOLID' - Page 40a WITH LPITECHNICAL GUIDE FOR RESIOENTIAL:CONS TRUCTION. 1 12 or. TausE 15t Floor Framing System�' i Selec the Simple Mian n tan ivmu Span ra le s requl" _ L: FndaS;?and,=_Cme9t rexceedsti6reGplrei,rlcarspa;.. LPI, 530 9-1/2 Floor J015t :� \Y s Read the corre_per irr los -serr s depth and sp ❑n , CAUTION Dr loo rsy e ,s that requirt buth Irnole Sum and Cc ,iruau wl I I span @ 16 cc corrh•uoua (rrruhipta) Do;h.beforD ae�tingajoist. SDm tcndi;iws re cnt,oLeda,cr inunu Jo1st Acceptable 1 i6^ oc, 40 PSF LIVE LOAD, 10 PS DEAD LOAD _ S �n Span span -, 1).' oc I 16- ac .. :..'Sim Ic,SOan a ... - • .- Cont nuous Span:. "''+ ... -....� -. ....L Series oept r /°6D: L!]6G 1 L/460 No Web Stiffeners L/460 WItA�Vleb Stlfte;Ivs c 9` 'i9` -ti` i6'�[ 1,7*,;.. -2' `1 17 oc I i6 0[ S9 Z` ec I -� _ 24 c 12 ec 1 16 or � i 19 2 oc 1 Z4 oc. 12:0 t6" uc I i52' at I 2n• of I 12 oc , 16 oc. 19.I oc i Z4' oC .13'-77 7 2d. t 19 3' I 9_Y7i8 3 15 • S'-5 le t0 t' 1$ 6' 7 6 i6 c 14'•11 i6'-2 T-2` 1 0' - t '_c 1 E' MP21 or 134 H2Y LPI 530 11-7/8"Z� 2d' -c n'-10 i6.-3 57 2y. t?; 2; ri' 20 n' -;T 92 ' 7 21 •7- 2G S' 16 -S' - : i5'•p� 1S 14 77,' 71'-7. i7 -10' N 1` °c ,0• » c i7 7r' 2E' 2 -5 t - 17 . G' - '2� .1 20' -3" r 16 .2J 2 .2c'-10 22'-5 1/'570' 30. 0', 7.fr-li' 2.2'-S' .17. 10' '2'-7- -26-2 Zil-51- IT A' - .27.1' 1.40 PSF LIVE LOAD, IIS P5F'I3EA LOAD _j 40 PSF.LIVE.LOAO, 25 PSF. DEAD LOAD -- SIm MSpan - S.:r(es Depth - ,, ' _ L/350 - 1 L/460•_.40 Web Stiffeners- 1 - - L/460 !JltwWeb ShfftinerB • - I L/460 Na Web Stiffener 1 12 or. "it oc 9:2"-oc- _24' be •12" oc - 55 en 19 2' of � 24oc, I 127, oc 1 i6^ oc, 1977 oc .. 1 24''ot 1).' oc I 16- ac I 19.2 ioc 1 .24' dei 12 oc'. � 16 a[ .oc 124', oc' 2nd Floor Framing System. _ 91/2' 18 3- i6=6 c 9` 'i9` -ti` i6'�[ 1,7*,;.. -2' te'-8' - - - J^ aE,•0: Lpl's-d 718'' 'Z1 -79'-10 i _S 16 •i' c� 11' Z1 il' 20 I iG 2�' / I 21. '/' I : .13'-77 7 2d. t 19 3' I ' 1� �' - 27 7 14" ,7,c 7 Z2'- 20 _3 161-2- 2/ .r 7 S' 20 3 15 2 -2E' "4 IS t 7 t '_c 1 E' MP21 or 134 H2Y 16 2d' -c ,20=c rfi1-2'� •D-.0'' 2 20. a" n5 7. 29'4.. -3.10 to -4' 13 .. 75'. 20-t` 16 E' is' 3' 40 PSF.LIVE.LOAO, 25 PSF. DEAD LOAD -- SIm MSpan - 1 CanfinubusS an". c 1. -1hesceIt s Jieted a die.cicar dis ancGdennw-ev. , su,rpe, 0on[inuou sp n • are based on serves Qepth /43D - L/ 16":_oc GO - - I L/460 Na Web Stiffener 0..48C Wlth, We6Stif•ener's'. -1,19.2* secElon of _ach Oter A "=" Ind [ ,te5'n0 lmetsE in'soan i5ith v e?i s r` a ers,'!Nrb fltlers 2A -tic Aop RATED.SiURO.1-F LOOR, or eQual, glued 3r, 'nailed. -mi the ;oo Harr; , are to rr'G rOt I Joiss mated in hangers that;dg not laterally support tim top fl:unv!r 312 ac 1 92'bc 24 oc i of - 1 76 oc i 2 ac 24 cc 2' ac 1 16 of 1 79 2 do I 24 0[• 12 oc'. � 16 a[ .oc 124', oc' 2nd Floor Framing System. _ 91/2' 18 3- i6=6 c 9` i--7`' E' 1u'=0'. 1 0' „ w/ 26 span @ 12" cc 5'--t3 - J^ 15 i i1 y - Joist Acceptable { LPI 530 it 7/E' :27 6 79'i0 iT l' I 1 2" .- 3' Ail I 20 a' IT -1'S3 .13'-77 7 2d. t 19 3' I ' 1� �' - 27 7 16 10 :K•_p• • l S•+20' I rMP2 or rMp-121' I 14 2c , 70' 7 17 •1' 13 T S' 20 )' IT-l"i3 7 t '_c 1 E' LeSHZO- MP21 or 134 H2Y iI 16 -271 ,720'-8 57-2" 13.. �' S' 20 17 Z 13 .. 75'. 20-t` 16 E' is' 3' 19-{' 24:0" 19 tt _ 1S ucmt,n,A»unnr1.1UNg :• ADDITIONALNOTES:. 1. -1hesceIt s Jieted a die.cicar dis ancGdennw-ev. , su,rpe, 0on[inuou sp n • are based on i. Wa sr'el ets p.mho rgquS d atti. 51 Nle Spot's uses 'Jeb s i ,eoers ar die longe3t spars, Thi! stio,:es[ sda fiall oo e I s; th It 505nnF the _longest `pa rot r 4ulred t -U ' �,e barf ,,s fc the Cdntinuous,Span abtes, `2h_v x'ifieners at 2: The:soans are based on uniform fi0w lands c ly a, ils ne .?r, e e pag , inter=ediate su�por<s are only required where listed In the "With Web Stiffeners' 3. tes= yles :effect °n9 addden l sarness pro vded , :5%24 APA RfT O 5-cA7 RING or secElon of _ach Oter A "=" Ind [ ,te5'n0 lmetsE in'soan i5ith v e?i s r` a ers,'!Nrb fltlers 2A -tic Aop RATED.SiURO.1-F LOOR, or eQual, glued 3r, 'nailed. -mi the ;oo Harr; , are to rr'G rOt I Joiss mated in hangers that;dg not laterally support tim top fl:unv!r 4 Live Lrad'deflectfonas 11,, ied to U4E0 or Ll35t) for In IE loans as.li ped, and Li48G,Only 3, i /.50 rp, seists ti rnumu•'1 d itvaioi all0,vrti per Codr-: and ray ro: provide. -,,:,nbG• - vrCpnunuou <O,arS: - '-- ' -- - • sus .,tile tlQncpc•toL/i D'or Qe� e>'.fstercmrrEndec faf rus aprlit-.eller,;: S: 76tal Load do lection is Ilmleed t0 LMW4 %, T . spans are no;.rvaluatetl fur vibration, .5. The 59a65 2 iased'on an =nd u ai ngaength Ora .least t?/g' and -n interkrr :re nnglerig ri. 4• Though nQ•-requhud for the spars ahave.41pgr-hiocngg; Don la„gel ate,.; or 3 of at least 3.1/2", and are limited to the bi4Irr3 ca . Iq -a a SpF'1 II (11.1s (F I = e25 psi), dirrrt.appiled'gy-sumresting ran Inproie the fe='I of a loot - - S. a, tint lc ons nn stn, n; (Ise tham -loor toa4 (PL•) table. •LP's desig(1 software . LOCS30 2nd Floor Framing System. _ cn cota>.;.yol*0 nEhnured }Hood Products I_U52-� LPI 530 1 6'r Floor J015t LS51i2.1- µ w - 1 5lnile I single „ w/ 26 span @ 12" cc t It4.26/14• �1� �n =C6nnecidm - 9. W1.14, 6/ic ]U yL2:i/ic 1SSP2:?:' Joist Acceptable TF'U205S0-2' --- - 1752.06/iG GENERAL NOTES:' IS2 OE)t6. FSIU4:23/tG SUR/L 2.Vw iMF2i r.t `i f•1Pri[P 1, The, fal1vtAwEtihics; n LPI 53. tler:(ti,L-PSQIIGSt�r ljoi=ts 2 refer to hemanufact-w-ur's ccine'ccr Guide •o, a rompivelist e, 'n3ngers ono to verify:resul aalii a -,,a-' o: ceraectc: rot a p3ricular;p llcatior 3.: rbllir.•ralloo.ink orrpanuracwrer iisalladan ulr, iirrs; -20112 SIM .PSON STRONG -TIE' ,,,,.,.o,,....•, ", „�,sc,. ,Series, I Ogp1h 1 7ep:Mou nt 1 Fare -Mount. _- 45' Sheweo J Field.Slape 6 -Skew VariableP tch Seat - Single 00u61e 1 Single' 1 Double. Single-�-1 Singles single 1 To P -M 9-t/2r 1752.06/9.5: 1.11'1'=.?z/5.5' IL1S2:DE/5.5, 1ILr4.28/9 SUP,,/C2.119 L55U2.1. !rPA2.1 . LOCS30 -B" IYS2[�'a/Ii.26 r Il4 J's/il;.a5' I_U52-� A-7. rJ1U=.[o/ii' _SUR,lli1' LS51i2.1- !rPA? I . 1 5lnile I single 1TS2,OG/14 t It4.26/14• IUS_.06/ie W1.14, 6/ic ]U yL2:i/ic 1SSP2:?:' VPA2.i TF'U205S0-2' '16' 1752.06/iG LiiVc,26/16 IS2 OE)t6. FSIU4:23/tG SUR/L 2.Vw iMF2i r.t `i f•1Pri[P VPATv ..-� -.11'..1 , , , ,,,,.,.o,,....•, ", „�,sc,. ,tut,. w �, nps • mr -uc tveau car5cururn :.rm-,erpr5: ra,aP� mr r::n:3t ;Qreryh,n. USP STRUCTURAL CONNECTORS' Series Depth 1 To P -M o u n t- 1 : 2re-u C L'nr 45. Skewed' I - }I yield Slope 6 S�v EY: .VariablE ?trCil $E'c l' _, . _ 1 - Sin gIa DOubli I 516gle Double 1 5lnile I single Single; I 9-1/2" Tr'L2095' TF'U205S0-2' TY.. 2092 T F2Q32:-Z' Sr 2[20L/R' LS5:=20' iMF2i r.t `i f•1Pri[P n LPI 53. T72uiic r 01 0 7. • -20112 I11-F2O1c0 r'F7.Ottt1' -SK [OtOL/W' I l S•+20' I rMP2 or rMp-121' I t Fr 3.Ot4 D:•u, l7-],' Tr 20te0 2' •oK eQc l/" LeSHZO- MP21 or 134 H2Y a6' uL2(A6 11i020t5a-2 •T)*2O;57 TRE20140.2• =SX H -reaov ,.n e•��r.• Writ Allerrequired for proper G,stalladon of hang-af. �HangEr hcigit is less than u090 nr the JQ1,t dept., 5uppirainnial lateral sunport of the idp ilanye 15 *0 ^.efer to 115P's Idstatiction instructions. 1. Use Tl.P-sept5 for Joist pEtcrryf 1:12 to oat, US.TtAPH 'of foist of#,h of r02._nd3re_*wt.. TOP -MOUNT FACE -MOUNT 45' FIELD SLOPE VARIABLE 1 SKEWED. 6. SKEW PITCH SEAT , 3 TO USE: 1. SvIecE the required series and depth. •2- OeferriOe Ehrsuppprtonoition toi the nearest.-bewing: end sul:port d; ih:i.io; sup e i (Inludi;,; �nillever•ero =_uy_oric). eler. ,. ros^ [mire p r ing to th,_ I,e_uired Clear Span; For spans b ^ :reek chum li ted, u,p than -M; larges; va m S.Iri he tOiW-n coramOriding ;o the tegldred hole di mets. For diarriatecsimiyamn rhos:; li ;r•;:1, usr; ire r ,t I.,,last valUc: 5. Tmie n L section o E L'lear r ';m^ end RoleCiiameter column gives the mirunmm distance "Porno f .e inside f..ce 4f aearin� w lie center of a chCUla± tole, S: Bauble c tetk ire. districe to the outer suptMn. using the aap;upti us!'pp'oit c i iiodt. �Olstartcedrom End-SuppOrb - Oi'stance fmm Interior - o .Cant Ieve:SEnd.Supprlrf. Series Oelnit t -- -- - -deiirh - --- I~� dlsjance from End .Su orc- Distance from lnteticr:o Cantilever- End'Support_ . TO USE: 1. SvIecE the required series and depth. •2- OeferriOe Ehrsuppprtonoition toi the nearest.-bewing: end sul:port d; ih:i.io; sup e i (Inludi;,; �nillever•ero =_uy_oric). eler. ,. ros^ [mire p r ing to th,_ I,e_uired Clear Span; For spans b ^ :reek chum li ted, u,p than -M; larges; va m S.Iri he tOiW-n coramOriding ;o the tegldred hole di mets. For diarriatecsimiyamn rhos:; li ;r•;:1, usr; ire r ,t I.,,last valUc: 5. Tmie n L section o E L'lear r ';m^ end RoleCiiameter column gives the mirunmm distance "Porno f .e inside f..ce 4f aearin� w lie center of a chCUla± tole, S: Bauble c tetk ire. districe to the outer suptMn. using the aap;upti us!'pp'oit c i iiodt. �Olstartcedrom End-SuppOrb - Oi'stance fmm Interior - o .Cant Ieve:SEnd.Supprlrf. Series Oelnit Clear I~� dlsjance from End .Su orc- Distance from lnteticr:o Cantilever- End'Support_ . Maximum Hcte (Series, `oepth span Hole Diameter Hole:Olamter, e 2' ' E_ .£'-_.I-. •70` I -.:i2` 2"., a.- '6-•. 'S'• t0' i)." I •12- -' • 6' 1'•O'1'-0' 1'-0= ' 1'-Q' 1'-0" 1'•S' t'-0' i'•o• T-0' i' S' 3=i1- .0' )•'3 3 s" 3-9' a-2' _ ty' 1 0 i •i 3 9' - - V-,7" i 0 2'-10 �` V � __lA'.......3 _ Y_ ._5'i8- 7--9C S'•L•- - - _ - �5'-?' TI' - - - v. 70' 1 -0' i �0 1'-9' i0' i--0' 4•-z' 1'-0' 1-'T Y•10' 4':p^ q•:5• - 1'=0' 2'•S' - a 2' n-7�e a.i" e 3 a-7- - - 1',-0-" 1`-0 2 ro' e•.ti-. 13" `3 8 a-_ 6'-9- 8'-8" .. tam r -Q l ,r 3'-s• e a' r -L- 3' c '5: `fW2. 6-1' Y.-9" 9'-6' u: LPI 22' - 15'•10' SI -S, - _ - ... u; �.-10. 5._io.- T -to" 1 o .-�,,•- a % ot, - E' -c• 1 0' 74' i'-0` i'-0 i` -Q" 1.-3' 3.-i - '1'-0' P-0" i°-1' 3'•0' c': 1; 1a" i' -0'i' -p' 1'-4' •T f'-2' _•1;=0- 22' t`%•3':7' L. c 'S'=5' 7;=5` - 5 T T i E v 10'4' S. 3'-7" 6::0' :S' i0" - 2'-2' L• -i' b P e"'-0" ED'=.- . i E-7 ii O• - - lc -=7 'a -it` 3 -` tl'-71. - ':. n'r £-7". .10'•"0'•:-- - u 4:-c. a'-7• 6'-51` 8-6• 18.1'•6. 1'-0" P-7' F -9` 6'•c" 1,•0 i'-7 t0`-1' - 5'-S' T -7- 7- 46' S-3" E•il° 8'•g' iQ'•f - ">'•Q' a• -c' t0'.T ;2�:c• - v-10' v -to' r -ll- b' -E' 8'-10" 151.7 :'3'4' 5'-0" 6.11" :8:_9" 10=8` _ ii'.c�' IL•.7' S'-2. 7'-p { OESIGN ASSUMPTIONS:. 1" "I'lle huklota!rm-listed arev'Qd.101mrjoisis pponq'pn unl• int load's Ih,loblWIWI,jwj shalfmr.'Eo Eueed i30ylf (e.g., 40.psf Live Wit) and 2: Fa4Id run b ME'Miulirom E Irrfde face of i;e n q a t t• ero aUrularhx oro hr n at dpc o recanplar rutW_ t , fromftfr � surrga•t. - - - :3. -Cf rst»lh srat.h>Ei1:'emti� or;he:e�ksird ' l I1mvn F+r Id'nrmadonat �ar(toses%xth;1 !r_4nj ,lis! ;he j*tsekzid:vAll stork forth espan•and ludin¢ n_fers to WIP. 01hIt .nd ;ur'ted �he:be naslmu;�l nximun liole Mdlh 1 .19° "I NOTES: < L Hules'in;rytn?'plat>atanywtvtrtl rtfr iedepji of j!hefnlst. h minim'tn }(4't1e1 d smrzeis required tt^1ti nJF- Wand the Rar es 7: Round. l :,Lp o t 1pdiarlwiei may bL' placed ry _re inifett i 3: �enr lid• kttotie r m=y 6e n�3l=rted::hen tori iryY-T-.b mlest 4: Holes ta;ger tlian 1.1/2' are r"r,' smi:,edtn tantikzcrsyirrhpursper:iale gineerirrg. 1 f ulilplc tater shall a: a clear srparnior h•re tna length of the lot - prat leas tvdte Ue ter;vUI oT the nja<enthole.oramumot12'center�.u- j .centvxtv:rrrs r mr. iFi ,. P�alrPle.hn!esnayl; spti°rltlnFrpaaM.�f ;/ i s r •tm v� far. rrra yy nt 'i ac¢I-- Ir hrc r iinle, Fn, r'rp!_ n•.v 3 nlurid tiaL"1 aLr-a.d jaral4l'dist, lois I� j1h rrWv 6e spai_Nd [ ai art I tear d .ire) pmMILdthat Eh^;$'long i ungle or an 8 dernaz°-tioundhole are fartheto:s d5d�rtinat lraEion �j!d c�mMEiery-err_omplss � rite hpl5i. r y� 7, For (ordi a1 n0E Covered iA ii.K Fa31E: vse LP's flasign 5fliPmAx of tnmait your Ip(al I,P EriSli�Cfrrb W(n'd Prod°.ct5dlssriburof forlrtt!re hrin imiall, LP Solid StFit Engineered Wood Products are manufactured at gifferent locations in the United States and Canada. Please verify availabilitywith the LP SolidStart- Engineered `%rood Products distributor in your area hefoie specltying.the<_e liroducts: U. Prop 65 Warning: Use of this product may result in exposure to Wood dust. known tb the State of Califomia to Cause: cancer. SOLI®START" BUTTE COUNT ��, ! FOREST.:1tE _ ,•-,i ro�ESln - ENGINEERED WOOD PRODUCTS �'B. I� IINITIATNE :~. BUS DIVISI®� r: Fit, more W r io an tie Full How of LP Slid; r En-je a;ed Wood - rod cts or thenos st disoit1tu"""' ? E r'.G NreaSe[Orr3ct;i 888 820.0325 or E'mall customer 5upportC Ipcorp.corg til it our s - D t e at wwvrIp ,co �.xi ®®®pi�Lpp / =prYY. =.v-=rttot lr-^?t+oeYSY fmi= cOt4-Louisiana-PaafiCCO: poatiun. All rights reser-d. APA and APA . ated are resiste.•ed trpdenuk- 07 APA - The Engirecrad wood Assoc at C4 Qh 5'TF,pNG7rE Is : ragis:ered tream:rk of .Simpson Strong -Tile Compa", Inc. 5FI and the associated lora are rtadenwks of Suitarnablc Forestry Initiative, Inc. PEFCand the assotiated top are jra 'etnaiks o; Pmt-ramme for the Endorsement of rotes[ Cenifrcation, USP 5TRUCTUP,AL CONNECTORS ida registered trdeinark of United Steer Pmeum Ccmparv. LP, aulid %vith'Us and Sofid5ml. are reelvered trademarks ofLou;sianS-Padfic Carporation. All 'other trademarks ale ovmed by Leuisiara-PacificrCorpO:ation: Printed ir,USA. -Spetificatit-ns-(devil;) .'blcit t0 change vat:.outredce. , LPEW0415 -9/14 ISM Q5/HMH - Clear. Maximum Hcte Dimensiont.0eyth or Width M ximum Hole oirnen-ion, ltepih`or Width 2' ' I_ a i .6* I s- lo• iz^ 2 ._17-47 I '6. 1 V I 1 0,. I •12- • 6' 1'•O'1'-0' 1'-0= ' 1'-Q' 1'-0" 1'•S' t'-0' i'•o• T-0' i' S' 3=i1- .0' )•'3 3 s" 3-9' a-2' _ 3'`2 S'-0' -r 6'•l• - 3 3- V-,7" c -1 i" E•:S• V � __lA'.......3 _ Y_ ._5'i8- 7--9C S'•L•- - - _ - �5'-?' TI' - - - v. 70' 1 -0' i �0 1'-9' .:'-Y 4•-z' 1'-0' 1-'T Y•10' 4':p^ q•:5• - tc' 2' 'S'il" a.i" e 3 S .. 13" `3 8 a-_ 6'-9- 8'-8" .. 5': u; 22 6-1' Y.-9" 9'-6' ;g,_i. 9,.3.: u; 14' 1 o iQ- a % S' -S" - E' -c• 1 0' 2' „' -ii _ 74" 15' 0 2 = 6 0' 7 5- - - 22' 3 i L. c b'g^ 8 -7 - 5 T T i E v 10'4' - 26' S_S Z-3-." - i E-7 ii O• - - - 13' 1 O i •2 a -9`. S 5 :'-L- - u 4:-c. a'-7• 6'-51` 8-6• . i6. 22' '),': il' 4'j6"a'-L" S'•0' t0`-1' - 5'•6' ' 46' S-3" E•il° 8'•g' iQ'•f - ">'•Q' a• -c' t0'.T ;2�:c• - 30'. .%'-S^_ I7 ` -c• 13°-5' IO'•S't3'3- OESIGN ASSUMPTIONS:. 1" "I'lle huklota!rm-listed arev'Qd.101mrjoisis pponq'pn unl• int load's Ih,loblWIWI,jwj shalfmr.'Eo Eueed i30ylf (e.g., 40.psf Live Wit) and 2: Fa4Id run b ME'Miulirom E Irrfde face of i;e n q a t t• ero aUrularhx oro hr n at dpc o recanplar rutW_ t , fromftfr � surrga•t. - - - :3. -Cf rst»lh srat.h>Ei1:'emti� or;he:e�ksird ' l I1mvn F+r Id'nrmadonat �ar(toses%xth;1 !r_4nj ,lis! ;he j*tsekzid:vAll stork forth espan•and ludin¢ n_fers to WIP. 01hIt .nd ;ur'ted �he:be naslmu;�l nximun liole Mdlh 1 .19° "I NOTES: < L Hules'in;rytn?'plat>atanywtvtrtl rtfr iedepji of j!hefnlst. h minim'tn }(4't1e1 d smrzeis required tt^1ti nJF- Wand the Rar es 7: Round. l :,Lp o t 1pdiarlwiei may bL' placed ry _re inifett i 3: �enr lid• kttotie r m=y 6e n�3l=rted::hen tori iryY-T-.b mlest 4: Holes ta;ger tlian 1.1/2' are r"r,' smi:,edtn tantikzcrsyirrhpursper:iale gineerirrg. 1 f ulilplc tater shall a: a clear srparnior h•re tna length of the lot - prat leas tvdte Ue ter;vUI oT the nja<enthole.oramumot12'center�.u- j .centvxtv:rrrs r mr. iFi ,. P�alrPle.hn!esnayl; spti°rltlnFrpaaM.�f ;/ i s r •tm v� far. rrra yy nt 'i ac¢I-- Ir hrc r iinle, Fn, r'rp!_ n•.v 3 nlurid tiaL"1 aLr-a.d jaral4l'dist, lois I� j1h rrWv 6e spai_Nd [ ai art I tear d .ire) pmMILdthat Eh^;$'long i ungle or an 8 dernaz°-tioundhole are fartheto:s d5d�rtinat lraEion �j!d c�mMEiery-err_omplss � rite hpl5i. r y� 7, For (ordi a1 n0E Covered iA ii.K Fa31E: vse LP's flasign 5fliPmAx of tnmait your Ip(al I,P EriSli�Cfrrb W(n'd Prod°.ct5dlssriburof forlrtt!re hrin imiall, LP Solid StFit Engineered Wood Products are manufactured at gifferent locations in the United States and Canada. Please verify availabilitywith the LP SolidStart- Engineered `%rood Products distributor in your area hefoie specltying.the<_e liroducts: U. Prop 65 Warning: Use of this product may result in exposure to Wood dust. known tb the State of Califomia to Cause: cancer. SOLI®START" BUTTE COUNT ��, ! FOREST.:1tE _ ,•-,i ro�ESln - ENGINEERED WOOD PRODUCTS �'B. I� IINITIATNE :~. BUS DIVISI®� r: Fit, more W r io an tie Full How of LP Slid; r En-je a;ed Wood - rod cts or thenos st disoit1tu"""' ? E r'.G NreaSe[Orr3ct;i 888 820.0325 or E'mall customer 5upportC Ipcorp.corg til it our s - D t e at wwvrIp ,co �.xi ®®®pi�Lpp / =prYY. =.v-=rttot lr-^?t+oeYSY fmi= cOt4-Louisiana-PaafiCCO: poatiun. All rights reser-d. APA and APA . ated are resiste.•ed trpdenuk- 07 APA - The Engirecrad wood Assoc at C4 Qh 5'TF,pNG7rE Is : ragis:ered tream:rk of .Simpson Strong -Tile Compa", Inc. 5FI and the associated lora are rtadenwks of Suitarnablc Forestry Initiative, Inc. PEFCand the assotiated top are jra 'etnaiks o; Pmt-ramme for the Endorsement of rotes[ Cenifrcation, USP 5TRUCTUP,AL CONNECTORS ida registered trdeinark of United Steer Pmeum Ccmparv. LP, aulid %vith'Us and Sofid5ml. are reelvered trademarks ofLou;sianS-Padfic Carporation. All 'other trademarks ale ovmed by Leuisiara-PacificrCorpO:ation: Printed ir,USA. -Spetificatit-ns-(devil;) .'blcit t0 change vat:.outredce. , LPEW0415 -9/14 ISM Q5/HMH - 1�"3;i1La�-��L�� - ,�• ,Ham;! z ����� '.'2-{ 'Y-.J,1� .5 ..-,y_w➢.�..�.1 .-,� e ....aJl�(yy�s-y'� `� p\V np; T. • e�ir•"Svw�iT�,7�a•.�.u-.;T�i`a•�is .,�ti t ., � r/s•.�K�R �'J�i.� SSi,�f��y i'L tfp TO USE: ' 1. 52teG 71. e;,,raprl :2M_ -s Cas6�i Cf+r�i•f pl[[;t. _ SefcC, to zecdor,e _iE -har cc .P:ncs to to casisr rb I is d.(sne5 a re nom} ) rrc i [14a n6 s ar ca ds Llie s n Yr 1 a rCJ'1 •G -u aIJL i+ to �r�i, -- . 4. FL -id 7_ [Jn__rJ u „y sari -z. dart, and sz _ suE• DESIGN ASSUMPTIONS: 1. '.Th-- spa b1tSLu a d _>r clsz eve z ;.-.d ate valid fcr<_IMN2�raim!, sG_nr li nr r r7rL .� az i >_re based or, ht tangs, spa TA=.,,_.". _,.a., .II 4 Mm "e n5 aie D "_,{ 3 Jr - rrn grintiy iczcs mnlyas lis •;_r B: [, le ,n- -]-,ins the .a 3001* ce :cer:La°_11oad. These , S 3r r. 3 ''z er, viAttz: d i rigd. These sa a s db 1 9<w arr, ad_lrn.l szH mess pra.'i'ed G uv= I wa (c 7 demcn is Sni =d :c L/1E0. S. Tensa s e bas°_d on an are, being 1 guh cF a:'s=_asr f•_r d hs d 5" arm a[;bas t-112" a; d =.s 3 east' ;_fi an lrT r o rn5 lens,it vl -[ I6-; 3-i2' Uv Ara Ih-nh t.-, b to teaP, 5 c E_[I•y rot an Sn [:211 Plate (F,. _ . cc!). ADDITIotuL NOTES 1 %Vab e•s amen•- . - a `� Te Fxio Spri, t2lotes ert6pt •ri 5�r LSu-5 d bird's m JW, urs=:11b. Inc rGA•QItG.Lx.-i.:_.:4r& BEETS -afa , terel d `^, t + l= s_a r rhaTec ria[ I -aT7 s pr sngaorf, '16, 2. l -mo r c ntt nax.rn m i r e- law r G r _,r -) t_ -s - rdrat•0 t r ti5z'lr 7i•g re -r- IruG n ICal•odary rez >. z_.: s ti_n t- ? a r"Wirlum plw, c. ij. pi, fart (i/4.12) 'or pb5ita' - '.rirvae < R c sp- i m uer.s in Y;;• : ird araas taut re-sg - s ! a r, S I s is wlr yre L sr a rrs , y raqJr 2 br 6,rsc3..rt9 i I =i. pcJ •t_7" -s e_i 1_i F - ebnaidor's nct s ,T.4.e. use $2 Wilfcrm RCat d (L.In mtlis. L -sd nlgscrue.,e br cc-starz ,vw Lr°_l EtSl-an + 5°ilL=Pf d ._r^IFLSri3;i . ROOF JOIST SPAN Spar. Jc--� _� :;s nvnded :� atie rza;z' :115• '°i BUTTE COUNTY' BUILDING DIVISION ISION '_ROVE I Seri cs-.J heath.'. ,� 'r.•.56".ac•:':.%: 1;• }92''ee'; a IA?•., 24 oc'.' n.t (c1 7• jk- ?(r1' '7' 7 719 < Z 26 - cL I ;25 0. I 24 ti 221-21 r r y I s Y LP i3E r6 t 0 - Sc* -1•,. - . 41 3> 4 X5.4, _ 51].'� >6>a I •4 .'><i�r T >C s 11132.6 ts28-4�'�/�f• 32 6 2S 5t+ _ 22 4'•`�, _ 1 y1..}' � e t � r �. 1 7!8 ' " 33 4 � �a r ._ �, 2 •3ti 1, r2T 2 2 / • i,b 1 +r n'�. 440 b �; LPt4 ris 5£ 20 22. Gl J ~4< 47-V � 1 +4� e5 S' •G' ' 4 J y -9 36 9 393":r '42'-a' LS > G r E, 3T-9- 7 9 ' . ' pTj rw4 y 1 15 J/E G c3 1} > LL 1 27 YI'F° I.PF c�itis i 14 C T I >3 -11 { 3 31 G I i' k.Y.Nf P 44} i r 61 i 114 14" 4 -Y-> }s TFT >0: 51,.. > a 1a 0 - =S ... _-n- Garage Roof Rafters LPI 3G 1 1 -7/8" Rafters w/ I G' span @ 24" oc Rafters Acceptable 1 +r X41 y � �•• his•..' Pl apt �4-k" 1 R LPI 3o fi JI-� � 117.c r:� lt7/6:r' .�.:24a.<.'ti4_..9 "r Gl 3 ja 29.0 G T '! sa7 -it_l. '27 < 5.7, ?3211 J :44 _ "I;..41..e,:: I!!I 7s 2 .s[ a,. 2-2., 44!4'!, >s'.i� EV -7- y 31T G 29 3 ,t a9 I z7 G �.J3G I t7 7, 39 T.. 23'-2 261-4,> • 28'-4*, i 2V -21- 2 �6 �. ze 2,: g .-� > 7- H..7. :�3RT . 22'-4° .�211-1.1 G 15 4' J 321-S, 2' >34 z e �Ia > t 77 12 22 7' 72" J•. s.•: t'.. LPI 52Fics 7C �1F ^{ rJsc :. LP, 3E -- - - 11 5 _-_ J. cG �•rr 24 7 0 24" n}I«s t. >4 1 I ;r<> 12t �° jd. -.li: I 23 S 1 ar i I. I 2..',`x,1. • •.T-T•_r' 24%5'24-2- L ���\`'7 tt� r�S`'>vit 1 2c 2 _ f �r/O tu, 3C-'-7' 6 4 '�39.-a. a .•I-'• z .5 2W-5' 3E �., :t/3ya 27'-7' a2 J .. < .�, 3? --^i:. 251-6.v'. aG' 1C :. ,i 31_4 �",: '; �j;�.i,.�" •:. 57/ c3 1I u 9 Loi <s , Ic e 14K k"Jl'�Tr• r4 P [� } rr-1 � � •. LFI SZFIcs 3 �� J rZ J I /il Yi iiJ �.- 74 I, 1 i-> t. 1J ,. tr, GJ - 2 *' 1 .r j-.� _' J C / . 3 t , 3 a K 2 3� -k . t2 i c 1� C 4r 1 .� 7 '•II} E2 I... -3G •3L �P ?> T , E L ..f I. 2 1.7 '3, T ill -71 2, 301-4" 2 L LS' ~'rYAA J of 5-> -11 C{� , + - K +%•.t �, 24...,. 4/.I,r j% 2. N is. 7-,.. `: Es 7- eE5 TJ .,c6_> „.•� BUTTE COUNTY' BUILDING DIVISION ISION '_ROVE Title : Page 43 . Dsgnr: g. Description n - s Scope: User: KW -0606743, Ver 5.8.0, -15 -Jun -2007 General Timber Beam Page 1 (c)1983-2007 ENERCALC Engineering Software fowler house.ecw:Calculations Description Post & Beam - Beam Calc General Information Dead Load Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name Versa Lam 1.75x9.25 Center Span 7.00 ft .....Lu 1.50 ft Beam Width 1.750 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft .....Lu 0.00 ft Member Type Manuf/So.Pine Boise Cascade, Versa Lam 2800 Fb 1.5 2.4 k Fb Base Allow 2,800.0 psi Load Dur. Factor 1.250 Fv Allow 190.0 psi Beam End Fixity Pin -Pin Fc Allow 900.0 psi Max. Positive Moment 3.50 k -ft E 2.000.0 ksi Full Length Uniform Loads Center DL 132.00 #/ft LL 440.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span= 7.00ft, Beam Width = 1.750in x Depth = 9.25in, Ends are Pin -Pin Dead Load Total Load Left Cantilever... Max Stress Ratio 0.612 : 1 Deflection -0.031 in -0.134 in Deflection Maximum Moment 0.000 in 3.5 k -ft Maximum Shear* 1.5 2.4 k Allowable 0.0 7.1 k -ft 2,719.3 Allowable Right Cantilever... 3.8 k Max. Positive Moment 3.50 k -ft at 3.500 ft Shear: @ Left 2.00 k Max. Negative Moment 0.00 k -ft at 7.000 ft 0-0 @ Right 2.00 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft Stress Calcs @ Center 0.046 in Max. M allow 7.12 Reactions... @ Right 0.000 in fb 1,684.66 psi fv 145.44 psi Left DL 0.46 k Max 2.00 k Fb 3,421.47 psi Fv 237.50 psi Right DL 0.46 k Max 2.00 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.031 in -0.134 in Deflection 0.000 in 0.000 in ...Location 3.500 ft 3.500 ft ...Length/Deft 0.0 0.0 ...Length/Deft 2,719.3 627.53 Right Cantilever... 237.50 psi 237.50 psi ���� E"U 9^y^ Camber ( using 1.5 * D.L. DO ) ... Bearing Length Re '8a 8 "2x71 in p� � �1V271�in��1 Deflection 0.000 in 0.000 in @ Center 0.046 in ...Length/Deft 0-0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending. Analysis Ck 19.387 Le 3.089 ft Sxx 24.956 in3 Area 16.188 in2 Cf 1.000 Rb 10.583 Cl 0.978 rN Max Moment Sxx Reo'd Allowable fb @ Center 3.50 k -ft 12.29 in3 3,421.47 psi @ Left Support 0.00 k -ft 0.00 in3 3,500.00 psi @ Right Support, 0.00 k -ft 0.00 in3 - 3,500.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.35 k 2.35 k Area Required 9.913 in2 9.913 in2 Fv: Allowable Bearing @ Supports 237.50 psi 237.50 psi ���� E"U 9^y^ Max. Left Reaction 2.00 k Bearing Length Re '8a 8 "2x71 in p� � �1V271�in��1 Max. Right Reaction 2.00 k Bearing Length R q'd`F``" °r1 KU Lj rN