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HomeMy WebLinkAboutB15-2934yt St _t` t 3 F a e a c �4 'ry}'R� _ - t, E x1' �*. �j*q , a r � ... tl `r '�f. ��E `� _ �, a `;Y',3�� 3�.�i• �•. _� � s �7'r tf sy ; I�j�;,t�fhm 4? .3- r t�"d`i ,, � �}, ;t+ ift .:'- 3 . a r �'yli�ts•�;� i �fi��,fii.i•4t+.a ``� > zi '�t� { :<jn k}7't'�'ii�v } k`.� `4'� ��,f� r♦ H 7 iGG 3 1 Y. (1 } 3 ? �+4 u tt t tt t Y iz t t 3, s, 3t a s n kt3"+C h'a ' IV. t° y 'i i r3��S�f4 3i , 1sf {k t3-� �r1caK 3GLs�t3 'i'� i t ft' ,;''���f```t �. �.x, t r� f� S -� {t 3 `it {{' i r° ytiKf S } 3 e t' 4`: ,VSs, ,r. { �g a Wan -.'BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES ' DEC."Q 3r2Q�58UILDING PERMIT APPLICATION.",.. $a 17��Phone: (530) 538-7601 Fax (530)-538-7785 ` a m r T Website: www.buttecounty.net;dds csvtiLenie.+,s .��as W •TF$a. ANDFat�aslrfFees Required at Time of Applicatron. r 4 Fl PLEASE PRINT CLEARLY r LasWame First Name �j R Mailing Addr ss', i p State _ one .gin r .. Fax, f y., !-j' " q PR�OJECFTzL°wg O"CAT,I-ON`- '- n ;I APN w 0. I vu Property Address , W Gc rW C — V e— Cit Location must not.be in the city limits of Chico, Gridley, Oroville or Paradise, �'VZ Ct,t_ , http:, ,'w+vw.buttecounty.net/dds/Plannina/ParceIL6okupTool asox - ® + ; a ".• cmau ell • a� ,;���� CONTRACTORp, �� , : _ Name a � M1 Mailing Address City State' Zip ,. Phone ' Fax Email �', + Cell ��WORKER'SCOMPENSATION,. ��:� Policy Number PERMIT NO: FORM NO If hiring other than a licensed contractor, a certificate of worker's .'. DBP -1 BIN NO; -� V Name +� r 4 Fl PLEASE PRINT CLEARLY r LasWame First Name �j R Mailing Addr ss', i p State _ one .gin r .. Fax, f y., !-j' " q PR�OJECFTzL°wg O"CAT,I-ON`- '- n ;I APN w 0. I vu Property Address , W Gc rW C — V e— Cit Location must not.be in the city limits of Chico, Gridley, Oroville or Paradise, �'VZ Ct,t_ , http:, ,'w+vw.buttecounty.net/dds/Plannina/ParceIL6okupTool asox - ® + ; a ".• cmau ell • a� ,;���� CONTRACTORp, �� , : _ Name a � M1 Mailing Address City State' Zip ,. Phone ' Fax Email �', + Cell ��WORKER'SCOMPENSATION,. ��:� Policy Number Mobile Home permits (other than installation, foundation, utilities & non-attached Carrier If hiring other than a licensed contractor, a certificate of worker's .'. compensation must be shown at the time of permit issuance' r gce AGENCY ,� 9 a.... A�^VYe-n�.�.�','�,+'5! Name +� Mailing Address' I ; -,t . city, k State Zip CA State License No. ,ZI zZ 3' 4 _ 7j h y Y' -- License No. Class - k �, �' HARCHITECT/ENGINEEFi�"��-��. - --�_�,�� �. _ ..�»--- -- -max •' ;�•� Name/ Mobile Home permits (other than installation, foundation, utilities & non-attached Mailing Addres structures) are issued by the State. Tell staff if this permit isfor a Mobile Home. Click Z r 9t StateL� V Zip Phone Fax Email T : Cell CA State License No. ,ZI zZ 3' `When -filed, this application and:all supporting material'becom_es subject to the California Public Records Act. II public information ' related to this application is subject to public inspection and -will be posted on the`County's website'for.electronic access. Page 1 of 00 Mobile Home permits (other than installation, foundation, utilities & non-attached structures) are issued by the State. Tell staff if this permit isfor a Mobile Home. Click Z below to see Manufactured Home Alterations and Permit Guidelines at: r - htto:/Aytivw 1110",.ca'y/V t imhUr?iCD Phoma>: ic1� 255-25(t1 Is this a Manufactured/Mobile Home (circle on Yes/off41 ry rJOBIVALUATION (Enter vatue"ot'tatior k ludt»g $ s � ��n�=e:;�onnbaeted; (v �plus�matenais,�charge)�� -;<t�".ar,,.:r.- .• 2 � �S" uare Feet-Detaii�;=„ „� awing Area �:, Garage: . , Open Area ,'> - Co ered Area: _ TOTAL SQ - 0 Structure Built without permits ri Proposed Change of Occupancy%Use - Note previoustcurrent use below:. + FOROFFICEUSEONLY' Zoning: Flood Zone. j SRA: - YES NO NP . N-0 ` Code Enf: YES U NO 0 Legal Lot: YES 0, NO Occupancy Type Construction Permit Tech:, \ ..4 xr Date• - GREGORY A. PEITZ ARCHITECT 383 RIO LINDO AVENUE, CHICO CA 95926 (530) 894-5719 D� p 3 �2015 PROJECT: , 0� I have reviewed the truss submittal for the above project and all loading design criteria have been .met. Gregory A. Peitz Architect r ' r PERMIT# BUTTE COUNTY DEVELOPMENT eSVICES REVIEWED FOR CODE COMA AN08 DATE. n BUTTE COLWTy NOV 2 4 2015 DEVELOPMENT SERVICES 3 IS 2 T3 L1 "J O BUTTE COUNTY - Contract Building Services - Transmittal Permit Number: B15-2934 Application Date: 11/24/2015 Type: RESIDENTIAL SubType: SFD-CUSTOM/MODEL ' Description: NSF(2122) GARAGE(733) CVRD(413) z Address: 9086 GOODSPEED ST Acres: 7.03 RE CEiVE.D' APN: 040-280-054 • Flood Zone: X Location: DURHAM Fire: LRA DEC O 3 Expansive Soils YES IF CKD ❑ 2U15 •V'rifysquare footage , Elevation": -Verify appropriate snow food, wind exposure & topography factor for this elevation, using Google Earth or TRB AN®Asso¢i%�TEa similar. Zoning: VLDR Plan Check Fee: $1,442.40 3rd Party Plan Check Fee Payable: $. $65:44 Full Review @ 60% Includes Initial plan check, and 1st and 2nd Rechecks Work Date Assigned to: •TRB j Assignment Days Due t Date Assigned: Thursday, December 03, 2015 Initial Plan Check 10 Thursday, December 17, 2015 Date Shipped: Wednesday, December 02, 2015 Date Recd Est.: Thursday, December 03, 2015 ' Draft plan check letters shall be submitted to County using Contractor's letterhead County shall advise Contractor of any revisions needed to the plan check comment letter County shall return to Contractor a County reviewed/approved comment letter with contact information for Contractor to send directly to applicant/designer and County via email Contractor shall communicate directly with applicants/designer during initial plan check and subsequent plan rechecks. Number 1 Application 2 Site Plan 2 Foundation Plan 2 Floor Plan 2 Building Plans (architectural, MPE) Metal Building Plans 2 Truss Calcs 2 Structural Calcs Metal Building Structural Calcs APPLICANT CONTACT INFO NAME KEVIN THOMAS ADDRESS 9086 GOODSPEED ST, DURHAM CA 95938 PHONE (530)321-6008 EMAIL KEVIN@THOMAS-SMITHCPAS.COM TRANSMITTAL ITEMS Number 2 Energy Calcs Green Building Calcs/Forms Accessibility Worksheet Flood Elevation Certificate Substantial Improvement Worksheet Geo Technical Report 1 SO FT VERIFICATION BUTTE CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD COUNTY CF1R-PRF-01 Project Name: Cosper 2122 Calculation Date/Time: 08:49, Fri, Nov 27, 2015 Page 1 of 10 Calculation Description: Compliance Input File Name: Cosper 2042_2x4 walls.ribd NOV'3 0 2015 GENERAL INFORMATION 01 01 Project Name Cosper 2122 02 This building incorporates featur s hat require field testingTand/or� 11tverification by a�certified HERS eater] under the supervi�� of a CEC-approveHERS pro r:� 02 Calculation Description Residence 08 ".t tom:, i A —�p I- t 03 Project Location Walnut Grove Estates - Lot A3 Compliance Margin*" Percent Improvement 04 1 City Durham, CA 05 Standards Version Compliance 2015 06 Zip Code 95938 07 Compliance Manager Version BEMCmpMgr 2013A (744) 08 Climate Zone CZ11 09 Software Version CBECC-Res 2013A (744) 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 180 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ft) 2122 / 15 Number of Zones 1 16 Slab Area (ft2) 0 17 Number of Stories 1 18 Addition Cond. Floor Area N/A 19 Natural Gas Available Yes 20 Addition Slab Area (ft2i I N/A 21 Glazing Percentage (%) 16.2% ^� ^�TO COMPLIANCE RESULTS 01 Building Complies with Computer-Performaiice-i , 02 This building incorporates featur s hat require field testingTand/or� 11tverification by a�certified HERS eater] under the supervi�� of a CEC-approveHERS pro r:� 03 This building incorporates one or -,more Special Features shown below .-,. 08 ".t tom:, i A —�p I- t Standard Design RZ)gfil RECEIVED DEC 0 3 2015 Registration Number: 215-1463817486-000000000-0000 Registration Date/Time: 2015-11-27 08:53:58 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFIR-08252015-744 TRB A14D ASSLC'R T;ie Generated at: 2015-11-27 08:50:08 ENERGY USE SUMMARY �o , , 04 05 06 07 08 Energy Use (kTDV/ft2-yr) Standard Design Proposed Design Compliance Margin*" Percent Improvement Space Heating 23.20 21.64 1.56 6.7% Space Cooling 53.95 55.88 -1.93 -3.6% IAQ Ventilation 1.12 1.12 0.00 0.0% Water Heating 13.00 12.49 0.51 3.9% Photovoltaic Offset ---- 0.00 0.00 --- Compliance Energy Total 91.27 91.13 0.14 RECEIVED DEC 0 3 2015 Registration Number: 215-1463817486-000000000-0000 Registration Date/Time: 2015-11-27 08:53:58 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFIR-08252015-744 TRB A14D ASSLC'R T;ie Generated at: 2015-11-27 08:50:08 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01 Project Name: Cosper 2122 Calculation Date/Time: 08:49, Fri, Nov 27, 2015 Page 2 of 10 Calculation Description: Compliance Input File Name: Cosper 2042_2x4 walls.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 HERS FEATURE SUMMARY The following is a summary of the features that must be field -verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building components tables below. Building -level Verifications: • IAQ mechanical ventilation Cooling System Verifications: • Minimum Airflow • Fan Efficacy Watts/CFM HVAC Distribution System Verifications: • Duct Sealing Domestic Hot Water System Verifications: • --None ENERGY DESIGN RATING This is the sum of the annual TDV energy consumption for energy us ecomponents,included in the peerformance compliance approach for the Standard Design Building (Energy Budget) and the annual TDV energy consumption for lighting and components not regulated- y Tile 24, Part 6'(such as domestic app6rices,and consumger electronics) and accounting for the annual TDV energy offset by an on-site renewable energy system., �-°� I [ )� " irk Reference -Energy V'se � Energy Design Rating Margin Percent Improvement Total Energy (kTDV/f2-yr)" 1�/ ^*� 1139.82 ) 139.68 0.14 0.1% " includes calculated Appliances and Miscellaneous Energy Use (AMEU) BUILDING - FEATURES INFORMATION 01 02 03 04 05 06 07 Project Name Conditioned Floor Area (ft2) Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems Cosper2122 2122 1 3 1 0 1 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft2) Avg. Ceiling Height Water Heating System 1 Water Heating System 2 Conditioned Conditioned HVAC System 1 2122 9.33 Water Heater Registration Number: 215-N6381748B-000000000-0000 Registration Date/Time: 2015-11-27 08:53:58 HERS Provider: CaiCERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2015-11-27 08:50:08 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Cosper 2122 Calculation Date/Time: 08:49, Fri, Nov 27, 2015 Calculation Description: Compliance Input File Name: Cosper 2042_2x4 walls.ribd CF1 R -PRF -01 Page 3 of 10 OPAQUE SURFACES 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft2) Window & Door Area (ft) Tilt (deg) Fwall Conditioned R13 Wall 180 Front 351 95 90 Fwall (stucco) Conditioned R13 R4 Stucco Wall 180 Front 84 0.85 90 Bwall (stucco) Conditioned R13 R4 Stucco Wall 0 Back 598.5 167.809 90 Rwall Conditioned R13 Wall 90 Right 36 90 Rwall (stucco) Conditioned R13 R4 Stucco Wall 90 Right 504 68.35 90 Lwall Conditioned R13 W�11 270 Left 90 90 Lwall (stucco) Conditioned R13 R4 Stucco Wall 270 Left 108 12.5 90 45 Wall Conditioned R13 Wall 225 specify - 25.5 10 90 315 Wall Conditioned R13 Wall 135 specify - 25.5 10 90 GarToHouse Conditioned—Garage Gar House R13 469.5 17.8 Kwall _ Cbriditioned»Attic Kwall R19 151 Ceiling (below attic) 1 --. Conditioned _t38 -Ceiling below attic 2122 Floor Over Crawlspace ��`� Conditioned"` 2122 Gwall Front f Garage J Garage Ext Wall ; "18QFront, 234 128 90 Gwall Left j fr 'Ga-aget '^-" ` :,t Garr g Ext Wall] U e 3=276 1.1 LLefta ' 342 90 Gwall Back .'• Garag`eA HGarage Ext Wall ; 5 , Back^ 106 90 Gar Ceiling Garage RO ClgBlwAttic Cons 1773 ATTIC 01 02 03 04 05 06 07 08 Name Construction Type Roof Rise Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Gar Attic Asphalt RB Roof Ventilated 6 0.1 0.85 Yes No Attic Asphalt RB Roof Ventilated 6 0.1 0.85 Yes No Registration Number: 215-1463817486-000000000-0000 Registration Date/Time: 2015-11-27 08:53:58 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2015-11-27 08:50:08 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Cosper 2122 Calculation Description: Compliance Calculation Date/Time: 08:49, Fri, Nov 27, 2015 Input File Name: Cosper 2042_2x4 walls.ribd CF1 R -PRF -01 Page 4of10 WINDOWS 01 02 03 04 Name Side of Building 01 02 03 04 05 06 07 08 09 10 Name Type Surface (Orientation -Azimuth) Width (ft) Height (ft) Multipli er Area (ft2) U -factor SHGC Exterior Shading 5050 fx Window Fwall (Front -180) 5.0 5.0 1 25.0 0.33 0.29 None 5050 xo Window Fwall (Front -180) 5.0 5.0 1 25.0 0.34 0.28 Insect Screen (default) 5050 xo-2 Window Fwall (Front -180) 5.0 5.0 1 25.0 0.34 0.28 Insect Screen (default) 3040 sh Window Swall (stucco) (Back -0) 3.0 4.0 1 12.0 0.34 0.28 Insect Screen (default) 2650 sh-3 2650 sh4` Window Window Bwall (stucco) (Back -0) Bwall (stucco) (Back -0) 2.5 2.5 5.0 5.0 1 1 12.5 12.5 0.34 0.34 0.28 0.28 Insect Screen (default) Insect Screen (default) 4050 fx Window Bwall (stucco) (Back -0) 4.0 5.0 1 20.0 0.33 0.29 None i (3) 3660 sh ( Window �s Bwall (stucco) (Back -0) 3.5 6.0 3 63.0 0.34 0.28 Insect Screen (default) 6040 xo Window Bwall (stucco) (Back -0) 6.0 4.0 1 24.0 0.34 0.28 Insect Screen (default) 2868 fr. Window Bwall (stucco) (Back -0) 2.7 6.7 1 17.8 0.34 0.30 None 4016 xo Window - Bwall (stucco) (Back -0) 4.0 1.5 1 6.0 0.34 0.28 Insect Screen (default) 3036 sh/ Window 'Rwall (stucco) (Right -90) 3.5 1 10.5 0.34 0.28 Insect Screen (default) 2030 sh Window Rwall'(stucco) (Fight-96)?�` 2.0 L` 3.0 if 11 7 X6.0 0.34 0.28 Insect Screen (default) 4016 fx Window ' r" Rwall'(stucco) (Right-90)�� - A 4a) p1, 5 J, U 1U .-.6.03 0.33 0.29 None 2650 sh-2 Window �*� Fwall (stucco) (Right90) 2 5 < `540^ �1r 12.5 0.34 0.28 Insect Screen (default) 5068 SGD Window Rwall (stucco) (Right -90) 5.0 6.7 1 33.4 0.34 0.30 Insect Screen (default) 2656 sh Window Lwall (stucco) (Left -270) 2.5 5.0 1 12.5 0.34 0.28 Insect Screen (default) 2050 sh Window 45 Wall (- specify --225) 2.0 5.0 1 10.0 0.34 0.28 Insect Screen (default) 2050 sh-2 Window 315 Wall (- specify --135) 2.0 5.0 1 10.0 0.34 0.28 Insect Screen (default) DOORS 01 02 03 04 Name Side of Building Area (ft2) U -factor Front Dr Fwall 20.0,-V 0.50 GarToHouse Dr GarToHouse /r 'TWO Jr� 1`7..1 0.50 GDoor Gwall Front 128.0 1.00 Registration Number: 215-N6381748B-000000000-0000 Registration Date/Time: 2015-11-2708:53:58 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 HERS Provider: CaICERTS inc. Report Generated at: 2015-11-27 08:50:08 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Cosper 2122 Calculation Date/Time: 08:49, Fri, Nov 27, 2015 Calculation Description: Compliance Input File Name: Cosper 2042_2x4 walls.ribd CFI R -PRF -01 Page 5 of 10 OVERHANGS AND FINS 01 02 03 04 05 06 07 08 09 10 11 12 13 14 Overhang Left Fin Right Fin Window Depth Dist Up Left Extent Right Extent Flap Ht. Depth Top Up DistL Bot Up Depth Top Up Dist R Bot Up 5050 fx 7 2 5.3 36 1 0 0 0 0 8 3 9.67 0 5050 xo 1.5 5.6 5.2 5.2 0 0 0 0 0 0 0 0 0 5050 xo-2 1.5 5.6 36 5 0 2 3 3.33 0 0 0 0 0 3040 sh 2 2 36 22 1 4 3 2.8 0 0 0 0 0 2650 sh-3 2 2 20.6 3.1 1 0 0 0 0 0 0 0 0 2650 sh4 2 2 20.6 10 1 0 0 0 0 0 0 0 0 4050 fx 2 2 23 5.8 1 0 0 0 0 0 0 0 0 (3) 3660 sh 14,1 2 6.7 15.5 1 8 4 23.8 0 12 4 5.6 0 6040 xo 8` 1; 2 17 30 1 6 4 8 0 10 4 19 0 2868 fr. " `8 j ..2.33 - 12.1 40 1 6 4 2.5 0 10 4 27.9 0 4016 xo `. 2 r.2"' },.._.36 I'1 12 ....1�,. ,,4 , ...4... 3 9.3 0 0 0 0 0 3036 sh } -2 �, ' 2 18 a27 x''9 1 �.% 1 0 oilr "-t:�) 0 0 9.33 3 2.67 0 2030 sh ?, 2, �<,ti\\2 10 `15. L_, `!� J 0t_) fi Oil fl 0 0 0 0 0 4016 fx 2 2 X10 C X15.r Irin .e -.0 `f I 04- r 0rA 0 0 0 0 0 2650 sh-2 19.6 2' 30 `2.8 1 `40.6 ` 6' "0.67 � 0 0 0 0 0 5068 SGD 19.6 2 30 7.6 1 40.6 6 0 0 0 0 0 0 2650 sh 2 2 2.8 30 1 0 0 0 0 26 3 0.67 0 2050 sh 3.5 2 30 7 1 0 0 0 0 0 0 0 0 2050 sh-2 6 2 6 30 1 0 0 0 0 10 4 0 0 Registration Number: 215-N6381748B-000000000-0000 Registration Date/Time: 2015-11-27 08:53:58 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFIR-08252015-744 Report Generated at: 2015-11-27 08:50:08 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Cosper 2122 Calculation Date/Time: 08:49, Fri, Nov 27, 2015 Calculation Description: Compliance Input File Name: Cosper 2042_2x4 walls.ribd CF1 R -PRF -01 Page 6of10 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 • Inside Finish: Gypsum Board • Cavity / Frame: no insul. / 2x4 Garage Ext Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. O.C. none 0.361 Exterior Finish: 3 Coat Stucco Ceilings (below 2x4 Bottom Chord of Truss @ 24 Inside Finish: Gypsum Board RO ClgBIwAttic Cons attic) Wood Framed Ceiling in. O.C. none 0.481 Cavity/Frame: no insul. / 2x4 Btm Chrd • Cavity / Frame: no insul. / 2x4 • Roof Deck: Wood Siding/sheathing/decking Asphalt RB Roof Attic Roofs Wood Framed Ceiling 2x4 @ 24 in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) • Inside Finish: Gypsum Board Ceilings (belowA 2x4 Bottom Chord of Truss @ 24 Cavity/Frame: R-9.1 /2x4 Btm Chrd R38 Ceiling below attic attic) Wood Framed Ceiling in. O.C. R 38 0.025 Over Floor Joists: R-28.9 insul. t Inside Finish: Gypsum Board Cavity / Frame: R-13 / 2x4 R13 Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. O.C. R 13 0.101 Exterior Finish: 3 Coat Stucco 9 Inside Finish: Gypsum Board Cavity / Frame: R-13 / 2x4 R13 R4 Stucco Wall Exterior Walls r F Wood Framed Wall, 2x4 @:16 in O'C R 13 60069 Exterior Finish: R4 Synthetic Stucco 1/11,< 0--n 11 '1Z 1) U U Floor Surface: Carpeted Floors Over *'+w 2x6 ` (�. f��+y �0 Floor Deck: Wood Siding/sheathing/decking R R19 2x6 FlrOvrCrawl Crawlspace Wood Framed'Floo @ 16"in. O:C. !R 19 i :; 049 Cavity/Frame: -19/2x6 • Inside Finish: Gypsum Board • Cavity / Frame: R-13 / 2x4 Gar House R13 Interior Walls Wood Framed Wall 2x4 @ 16 in. O.C. R 13 0.092 Other Side Finish: Gypsum Board • Inside Finish: Gypsum Board Kwall R19 Interior Walls Wood Framed Wall 2x6 @ 24 in. O.C. R 19 0.067 Cavity/Frame: R -19/2x6 BUILDING ENVELOPE - HERS VERIFICATION 01 02 03 04 Quality Insulation Installation (QII) Quality Installation of Spray Foam Insulation Building Envelope Air Leakage CFM50 Not Required Not Required Not Required --- Registration Number: 215-N63817488-000000000-0000 Registration Date/Time: 2015-11-27 08:53:58 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2015-11-27 08:50:08 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Cosper 2122 Calculation Date/Time: 08:49, Fri, Nov 27, 2015 Calculation Description: Compliance Input File Name: Cosper 2042_2x4 walls.ribd CFI R -PRF -01 Page 7 of 10 WATER HEATING SYSTEMS 01 02 03 04 05 06 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction (%) Water Heater - 1/1 DHW Standard Min 50 Gal 1 - none - WATER HEATERS 01 02 03 04 05 06 07 08 Name Heater Element Type Tank Type Tank Volume (gal) Energy Factor or Efficiency Input Rating Tank Exterior Insulation R -value Standby Loss (Fraction) Min 50 Gal Natural Gas Small Storage 50 0.62 40000-Btu/hr 0 0 WATER HEATING - HERS VERIFICATION t 01 :' ; 02 03 04 05 06 07 Name `*` Pipe Insulatio_ nr �,.— ., Parallel Piping Compact Distribution Point -of Use Recirculation Control Central DHW Distribution Water Heater - 1/1} Furn 95 r"`k I : ( Y ,. .ter --- --- - r r y w r� i s .,w-• r i r �: '3 r---- r .+-a a e. •-. �. a c e r a � a r SPACE CONDITIONING SYSTEMS f,'`j't. moi``i"-I- i.�I '../ 01 'N4 02 H S 03> RC'V 1"00 R 05 06 SC Sys Name System Type Heating Unit Name Cooling Unit Name Fan Name Distribution Name HVAC System 1 Other Heating and Cooling System Furn 95 14 SEER - 11.7 EER HVAC Fan 1 Attic Default HVAC - HEATING UNIT TYPES 01 02 03 Name Type Efficiency Furn 95 CntrlFurnace - Fuel -fired central furnace 95 AFUE Registration Number: 215-N63817488-000000000-0000 Registration Date/Time: 2015-11-27 08:53:58 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2015-11-27 08:50:08 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Cosper 2122 Calculation Description: Compliance Calculation Date/Time: 08:49, Fri, Nov 27, 2015 Input File Name: Cosper 2042_2x4 walls.ribd CF1 R -PRF -01 Page 8 of 10 HVAC - COOLING UNIT TYPES 01 02 03 04 05 06 07 Name System Type Efficiency EER SEER Zonally Controlled Multi -speed Compressor HERS Verification 14 SEER - 11.7 EER SplitAirCond 11.7 14 Not Zonal Single Speed 14 SEER - 11.7 EER -hers -cool HVAC COOLING - HERS VERIFICATION 01 02 03 04 05 06 Name Verified Airflow Airflow Target Verified EER Verified SEER Verified Refrigerant Charge 14 SEER - 11.7 EER -hers -cool Required 350 Not Required Not Required Not Required HVAC - DISTRIBUTION SYSTEMS 01 01 02,1 03 04 05 06 07 Name -Type`- Duct Leakage Insulation R -value Duct Location Bypass Duct HERS Verification Attic Default ~�, .DuctsAttic_-� -' ` Sealed"and-tested.8P� Attic None Attic Default -hers -dist l l r � x I S 1 r 1 'u i t ._ J I I Y S FI F A z !" HVAC DISTRIBUTION - HERS VERIFICATION,-, 01 , ' W2 =03M 4. r'_j,04r.1., �e• y X -`05 r--, r>06 07 08 Name Duct Leakage` Verification `Duct`Leakage' Target (%) Verified -Duct Location Verified Duct's`Buried Design Ducts Deeply Buried Ducts Low -leakage Air Handler Attic Default -hers -dist Required 6.0 Not Required Not Required Not Required Not Required --- HVAC-FAN SYSTEMS 01 02 03 04 Name Type Fan Power (Watts/CFM) HERS Verification HVAC Fan 1 Single Speed PSC Furnace Fan 0.58 HVAC Fan 1 -hers -fan HVAC FAN SYSTEMS - HERS VERIFICATION 01 02 03 Name Verified Fan Watt Draw Required Fan Efficiency (Watts/CFM) HVAC Fan 1 -hers -fan Required 0.58 Registration Number: 215-N6381748B-000000000-0000 Registration Date/Time: 2015-11-27 08:53:58 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2015-11-27 08:50:08 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Cosper 2122 Calculation Date/Time: 08:49, Fri, Nov 27, 2015 Calculation Description: Compliance Input File Name: Cosper 2042_2x4 walls.ribd CFI R -PRF -01 Page 9 of 10 IAQ (Indoor Air Quality) FANS 01 02 03 04 05 06 Dwelling Unit IAQ CFM IAQ Watts/CFM IAQ Fan Type IAQ Recovery Effectiveness(%) HERS Verification SFam IAQVentRpt'" -51.22 x 0.25 Default 0 Required Registration Number: 215-N63817488-000000000-0000 Registration Date/Time: 2015-11-27 08:53:58 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2015-11-27 08:50:08 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Cosper 2122 Calculation Description: Compliance Calculation Date/Time: 08:49, Fri, Nov 27, 2015 Input File Name: Cosper 2042_2x4 walls.ribd CF1 R -PRF -01 Page 10 of 10 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: ��yy uc" cl eifz Greg Peitz Company: Signature Date: Gregory A. Peitz Architecture 2015-11-27 08:53:58 Address: CEA/HERS Certification Identification (If applicable): 383 Rio Lindo Ave City/State/Zip: Phone: Chico, CA 95926 530-894-5719 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. 1 am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2. 1 certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. , w r......_ . .,,) .i N i Y 3. The building design feature's or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications_ submitted to the enforcement agency,for approval with this.building permit application. Responsible Designer Name: I Lt 3 Responsible besigner Signature: �re� c �ertz Greg Peitz r�r �. f j fi (S Company:` , r 'a Date Signed: 0 11 27 08: 3:58 Gregory A. Peitz Architecture 5 Address: License: 383 Rio Lindo Ave c21283 City/State/Zip: Phone: Chico, CA 95926 530-894-5719 Digitally signed by CaICERTS. This digital signature is provided in order to secure the content of this registered document, and in no way implies Registration Provider responsibility for the accuracy of the information. Registration Number: 215-N6381748B-000000000-0000 Registration Date/Time: 2015-11-27 08:53:56 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2015-11-27 08:50:08 RECEIVED 1 DEC 0 3 2015 Yap a,►�� �.�:;v,N� . Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director 7 County Center Drive` T: 530.538.7601 Buttecounty.net/dds Oroville, California 95965 F: 530.538.7785 DEVELOPMENT SERVICES PLAN CHECK SQUARE FOOTAGE VERIFICATION Permit Number: B15-2934 Owner's Name: THOMAS, KEVIN Assessor's Parcel Number: 040-280-054 Date of Application: 11/24/2015 Square Footage Verification No Change: NOTES: Verified By: (Plan Check Signature) Confirmed TRAKiT Updated by: Date: Date: At Application: Change To: Living Area 2122 Garage Area 733 coverw Area 413 Open Area Other 0 0 No Change: NOTES: Verified By: (Plan Check Signature) Confirmed TRAKiT Updated by: Date: Date: Plan Check Fee: $1,442.40 Assigned to: TRANSMITTAL ITEMS BUTTE COUNTY - Contract Building Services - Transmittal Thursday, December 03, 2015 Date Shipped: Wednesday, December 02, 2015 Date Recd Est.: Permit Number: B15-2934 Application Date: 11/24/2015 2 Foundation Plan Type: RESIDENTIAL SubType: SFD-CUSTOM/MODEL 2 Floor Plan Description: NSF(2122) GARAGE(733) CVRD(413) 2 Building Plans (architectural, MPE) Address: 9086 GOODSPEED ST Acres: 7.03 R` CEi y Ej) N APN: 040-280-054 Flood Zone: X _ �, 2 Truss Calcs Location: DURHAM Fire: '" LRA DEr 0 2015 Expansive Soils YES IF CKD ❑ Metal Building Structural Calcs •veriPsquarefootage Elevation": (,�L' TRQq� • —verfy oppropriate snow load, wind exposure & topography factor for this elevation, using Google Earth or F1/{j S 71� D ASSOCIATZJ sirnila. Zoning: VLDR Plan Check Fee: $1,442.40 Assigned to: TRANSMITTAL ITEMS Date Assigned: Thursday, December 03, 2015 Date Shipped: Wednesday, December 02, 2015 Date Recd Est.: Thursday, December 03, 2015 2 Foundation Plan 3rd Party Plan Check Fee Payable: $ 865.44 Full Review @ 60% Includes Initial plan check and 1st and 2nd Rechecks Work Date ` Assignment Days Due Initial Plan Check 10 Thursday, December 17, 2015 Drafi plan check letters shall be submitted to County using Contractor's letterhead . Courty shall advise Contractor of any revisions needed to the plan check comment letter Courty shall return to Contractor a County reviewed/approved comment letter with contact information for Contractor to send directly to a pplicant/designer and County via email Contractor shall communicate directly with applicants/designer during initial plan check and subsequent plan rechecks. APPLICANT CONTACT INFO TRANSMITTAL ITEMS Number Number 1 Application 2 Energy Calcs 2 Site Plan Green Building Calcs/Forms 2 Foundation Plan Accessibility Worksheet 2 Floor Plan Flood Elevation Certificate 2 Building Plans (architectural, MPE) Substantial Improvement Worksheet Metal Building Plans Geo Technical Report 2 Truss Calcs 1 SQ FT VERIFICATION 2 Structural Calcs Metal Building Structural Calcs APPLICANT CONTACT INFO NAME , KEVIN THOMAS ADDRESS 9086 GOODSPEED ST, DURHAM CA 95938 PHONE (530)321-6008 EMAIL KEVIN@THOMAS-SMITHCPAS.COM 4 • V lgn Truss Take -off Design & Sales si stance Monte Call - 793 Camellia Dr - Paradise. CA 95969 (530) 811-4732 Of f ice (530) 877.4732 FAX TRUSS ENGINEERING RECEIVI) VE-- 2 2 TRB AND ASSOCIATES Cosper Residence 2/17/2016 FOR GOV:- NTT MiTek Industries (800) 772 5351 q i 0 i • V lgn Truss Take -off Design & Sales si stance Monte Call - 793 Camellia Dr - Paradise. CA 95969 (530) 811-4732 Of f ice (530) 877.4732 FAX TRUSS ENGINEERING RECEIVI) VE-- 2 2 TRB AND ASSOCIATES Cosper Residence 2/17/2016 FOR GOV:- NTT MiTek Industries (800) 772 5351 q i 0 I u v U i u. � la; fly: o W T. Imo: ,m. ti�0 JOONzO O Si ZQOO-.1���~�v p, ooZOwwomwta ,LL K zo LL Z 2to LLm W>oz C m �OwOZ0��-_ ;wWwZO¢�0000 5. I��O 2w¢F'cI--0 :Oj¢�i?Oww LL¢0 •K�yO�U' LLZZ a. •LLZZx<OZw Z(�OO�; 1 O j m O Q •wi07SCZ-07Z 21 z �OO��CwtO��zcn Iw! .¢av"LLO�wO�FQ o jQ. 3 L1J xa : .o. O a U x• :L W N � :uj W W IDA y, f • r • y;'41 jJ .a UI< w. ! ml �'ml SDI i i .moi � jai 10 1 I Uj U i i C) !w ` I a� i0 to �Ic~iol C.,.� �I , io PIS Job Truss Truss Type Qty Ply Casper Residence 50547COSPER A7 CALIFORNIA GIRDER 1 MT20 K1734794 Job Reference o tional DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 11:00:21 2016 Page 1 ID:HixTt6Ky6ZDxkOcZy3918VyQVuJ-TOQtJhNKK?TYra WntQrJuf6KGD1 ieDOb8uFQ HZzkZr8 1 -2-0-0 SS -13 6,0,7 10-Q-11 16-3-4 21-8.12 I 27.2.5 I 31-11-9 3 - 40-0-0 Sb -13 0-5-io 4-9-4 5.5.9 5-5-8 5.5-9 4-9-4 0- - 0 5.6-13 2.0.0 Scale = 1:72.6 6x8 = 6.00 5x8 = 6x8 = 4 _ 3x6 = 3x6 = 3x6 = n 4x6 = 2.54 11 4x6 = 4x6 = 8x8 = 4x6 = w by - ­ b2 4x6 = 2.5x5 II 4x6 = 214 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) 0.04 14 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.23 Vert(TL)' -0.11 14-15 >999 180 4) Wind: ASCE 7-10; Vult=110mph (3 --second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=38ft; eave=5ft; Cat. 11; w C60 rn BCLL 0.0 ' Rep Stress Incr NO WB '0.17 Horz(TL) 0.02 11 n/a n/a 5) Provide adequate drainage to prevent water ponding. BCDL 10.0 Code IBC2012/TP12007 (Matrix -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 Weight: 402 Ib FT = 20% LUMBER- BRACING - Continued on page 2 February 16,2016 TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 DF No.2 G 2-0-0 oc purlins (6-0-0 max.): 3-9. WEBS 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 17-18,16-17. REACTIONS. (Ib/size) 2=593/0-3-8, 17=3242/0-3-8, 11=1287/0-3-8 Max Horz 2=-77(LC 6) Max Uplift2=-176(LC 8), 17=-1047(LC 8), 11=-400(LC 8) Max Grav2=594(LC 17), 17=3242(LC 1), 11=1287(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-584/167, 3-24=-119/364, 24-25=-119/364, 25-26=-119/364, 26-27=-119/364, 5 -27= -119/364,5 -28=-692/2259,28-29=-692/2259,29-30=-692/2259,6-30=-692/2259, 7 -33= -1741/618,33 -34=-1741/618,34-35=-1741/618,8-35=-1741/618,8-36=-2264/781, 36 -37= -2264/781,37 -38=-2264!781,38-39=-2264/781,9-39=-2264/781,9-11=-2210/698 BOT CHORD 2-40=-97/519,19-40=-97/519. 19-41=-92/492,41-42=-92/492,18-42=-92/492. 18-43=-508/238, 43-44=-508/238, 17-44=-508/238, 17-45=-1318/486, 45-46=-1318/486, 16-46=-1318/486,16-47=-412/1253, 47-48=-412/1253,15-48=-41211253, 15 -49=-706/2311,14-49=-706/2311,14-50=-559/1932,50-51=-559/1932, 13-51=-559/1932,13-52=-565/1953,11-52=-565/1953 WEBS 3-19=-93/487, 3-18=-938/289, 5-18=-150/713, 5-17=-2083/674, 6-17=-2087/708, 6-16=-624/1989, 7-16=-1582/532, 7-15=-222/816, 8-15=-722/242, 9-14=-188/423, 9-13=-95/481 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Design valid for use only with nviekS connectors. This design is based only upon parameters shown, and is for on individual building component, not Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. pFESS/ Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. QQCi Oyv� 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply M iTek' connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3), Unbalanced live loads have been for this design. roof considered fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Crilerlo, DSB•89 and SCSI Building Component 4) Wind: ASCE 7-10; Vult=110mph (3 --second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=38ft; eave=5ft; Cat. 11; w C60 rn Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate A grip DOL=1.60 XP. 06130!16 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. S �P 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 fit between the bottom chord and any other members. 0 Cp�_1F 8) A plate rating reduction of 20% has been applied for the green lumber members. Continued on page 2 February 16,2016 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with nviekS connectors. This design is based only upon parameters shown, and is for on individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the j fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Crilerlo, DSB•89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Corona, CA 92880 Job Truss Truss Type Oty Ply Casper Residence K1734794 50547COSPER Al CALIFORNIA GIRDER 1 Job Reference (optional) UtSIGN ASSTS IANGt, PAHADI5E; CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 11:00:21 2016 Page 2 ID:HixTt6Ky6ZOxkOcZy3918VyQVuJ-ToQIJhNKK?TYraWnlQrJuf6KGD1 ieDOb8uFQHZzkZr8 NOTES - 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 2=176, 17=1047, 11=400. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 107 Ib down and 145 Ib up at 5-8-9, 133 Ib down and 121 Ib up at 8-0-11, 137 Ib down and 125 Ib up at 10-0-11, 133 Ib down and 125 Ib up at 12-0-11, 133 Ib down and 125 Ib up at 14.0-11, 133 Ib down and 125 Ib up at 16-0-11, 133 Ib down and 125 Ib up at 18-0-11, 133 Ib down and 125 Ib up at 19-11-4, 133 Ib down and 125 Ib up at 21-11-4, 133 Ib down and 125 Ib up at 23-11-4, 133 Ib down and 125 Ib up at 25-11-4, 137 Ib down and 125 Ib up at 27-11-4, and 133 Ib down and 121 Ib up at 29-114, and 107 Ib down and 145 Ib up at 32-3-7 on top chord, and 198 Ib down and 124 Ib up at 4-0-11, 52 Ib down and 41 Ib up at 6-0-11, 52 Ib down and 42 Ib up at 8-0-11, 52 Ib down and 42 Ib up at 10-0-11, 52 Ib down and 42 Ib up at 12-0-11, 52 Ib down and 42 Ib up at 14-0-11, 52 Ib down and 42 Ib up at 16-0-11, 52 Ib down and 42 Ib up at 18-0-11, 52 Ib down and 42 Ib up at 19-11-4, 52 Ib down and 42 Ib up at 21-11-4, 52 Ib down and 42 Ib up at 23-11-4, 52 Ib down and 42 Ib up at 25-11-4, 52 Ib down and 42 Ib up at 27-11-4, 52 Ib down and 42 Ib up at 29-11-4, and 52 Ib down and 41 Ib up at 31-11-4, and 198 Ib down and 124 Ib up at 33-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plo Vert: 1-3=-62, 3-4=-62, 3-24=-22, 24-39=-62, 9-39=-22, 9-10=-62, 9-12=-62, 2-11=-20 Concentrated Loads (Ib) Vert: 3=35 7=-80 18=-33(F) 6=-80 15=-33(F) 14=-33(F) 9=35 25=-80 26=-80 28=-80 29=-80 31=-80 32=-80 34=-80 35=-80 37=-80 38=-80 40=-197(F) 41=-32(F) 42=-33(F) 43=-33(F) 44=-33(F) 45=-33(F) 46=-33(F) 47=-33(F) 48=-33(F) 49=-33(F) 50=-33(F) 51=-32(F) 52=-197(F) ® WARNING. Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with mTek®connectors. This design is based only upon parameters shown, and is for an individual building component. not. a truss system. Before use, the building designer must verify the applicability of design parameters and property incbrporole 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 properly damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPll Quality Criteria. DSB-8? and SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. . MiTek' 250 Klug Circe Corona, CA 92880 Job Truss Truss Type Qty Ply Casper Residence 1.15 TCDL 11.0 Lumber DOL 1.25 K1734795 50547COSPER A2 CALIFORNIA 1 1 'Code IBC2012rrP12007 Weight: 168 Ib FT = 20% BRACING - Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 11:00:38 2016 Page 1 ID:HixTl6Ky6ZDxkOcZy3918VyOVuJ-T3yjuVa_KDc8NCJ2NVel4FKC54o77uT522spM4zkZgl :- 8 4- -4 - -9 . 4_ - 2-0.0 7-6.13 0- - 0 6.10-13 0• •2 7-9-3 7.1-0 0%. 0 7t-13 2-0-0 6x8 = 4x6 = 5X8 = 5x8 = Scale = 1:72.6 3x6 — 1.5x4 II 5xB = 5x8 = 3x6 = 3x6 = LOADING (psf)SPACING- DEFL. in 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 11.0 Lumber DOL 1.25 BCLL - 0.0 ' Rep Stress Incr YES BCD12 10.0 'Code IBC2012rrP12007 LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF No. 1&Btr G CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TC 0.51 Vert(LL) -0.0511-12 >999 240 MT20 220/195 BC 0.33 Vert(TL) -0.21 11-12 >999 180 WB 0.24 Horz(TL) 0.02 9 n/a n/a (Matrix -M) Weight: 168 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-6-5 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 12-13. WEBS 1 Row, at midpt 3-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=574/0-3-8,13=1822/0-3-8. 9=980/0-3-8 Max Horz 2=97(LC 7) Max Uplift2=-123(LC 8), 13=-206(LC 5), 9=-94(LC 8) Max Grav 2=576(LC 17), 13=1822(LC 1), 9=980(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-374/94, 3-21=-2/627, 21-22=-2/627, 22-23=-2/627, 23-24=-2/627, 24-25=-2/627, 5-25=-2/627, 5-26=-910/166, 26-27=-910/166, 27-28=-910/166, 28-29=-910/166, 6-29=-910/166, 6-30=-1052/67, 30-31=-1050/67, 31-32=-1049/67, 32-33=-1049/68, 33-34=-1048/68,7-34=-1047/68, 7-9=-1273/55 BOT CHORD 2-14=01252,12-13=-577/94,11-12=-70/955.9-11=0/1049 WEBS 3-14=0/289, 3-13=-978/84, 5-13=-1221/259, 5-12=-142/1648, 6-12=-559/157, 7-11=0/252 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=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=38ft; eave=5ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 123 Ib uplift at joint 2, 206 Ib uplift at joint 13 and 94 Ib uplift at joint 9. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. la(03/2015 BEFORE USE. Design valid for use only with MITekV connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual thus web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSS -89 and SCSI Building Component Safety Information available from Truss Plate Inslilute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. �pt?pFESS/pN'I �4�Q� JPO M • Bq'rT ��� aP C 60384 rn of 06130/16 /* FCAO February 16,2016 MiTek', 250 Ktug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Casper Residence , a truss system. Belore use, the building designer must verity the applicability of design parameters and property Incorporate ]his design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M)Tek K1734795 50547COSPER A2 CALIFORNIA 1 1 ! Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. - Corona, CA 92880 Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 11:00:38 2016 Page 2 ID:HixTt6Ky6ZDxkOcZy3918VyQVuJ-T3yjuVa KDc8NCJ2NVel4FKC54o77uT522spM4zkZgt NOTES - 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 122 Ib down and 154 Ib up at 7-8-9, 95 Ib down and 90 Ib up at 10-0-11, 95 Ib down and 94 Ib up at 12-0-11, 95 Ib down and 94 Ib up at 14-0-11, 95 Ib down and 94 Ib up at 16-0-11, 95 Ib down and 94 Ib up at 18-0-11, 95 Ib down and 94 Ib up at 19-11-4, 95 Ib down and 94 Ib up at 21-11-4, 95 Ib down and 94 Ib up at 23-11-4, 95 Ib down and 94 Ib up at 25-11-4, and 95 Ib down and 90 Ib up at 27-11-4, and 247 Ib down and 141 Ib up at 30-5-3 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead .+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-62, 3-4=-62, 3-21=-22, 21-34=-62, 7-34=-22, 7-8=-62, 7-10=-62, 15-18=-20 Concentrated Loads (lb) Vert: 3=3 7=3 AWARNING-Verfry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MR -7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek@ connectors. This design is based only upon parameters shown, and is for on individual building component, not a truss system. Belore use, the building designer must verity the applicability of design parameters and property Incorporate ]his design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M)Tek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, OSB -89 and SCSI Building Component 250 Klug Circle . Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. - Corona, CA 92880 Job Truss Truss Type Oty Ply Casper Residence (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.37 K1734796 50547COSPER A3 CALIFORNIA 1 1 Vert(TL) -0.12 15-16 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.66 Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 11:00:41 2016 Page 1 I D:HixTl6Ky6ZDxkOcZy3918VyO VuJ-tees WXctd8JEf 2d2dC7itxlUHsBK7gYkO5TzPzkZgq - -0 •6-1 1 0 -11- 0 5 3-- 2-0-0 4.11-8 4-7-5 0- - 0 5.9-0 6-5.4 5-9-0 0-5-9 4-tt-7 2.0.0 0 0 6x8 = 4x6 = 3x6 = 95x8 = Scale = 1:71.4 3x6 — 1.5x4 II 3x6 = 5x8 5x8 = 3x10 = 1.5x4 II 3x6 Plate Offsets (X Y)-- f4:0-4-0 0-1-91 f8 0-4-0 0-1-81 f15 0-4-0 0-3-0j 116:0-4-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.37 Vert(LL) -0.04 15-16 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.24 Vert(TL) -0.12 15-16 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.66 Horz(TL) 0.02 11 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 190 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. t&Btr G TOP CHORD Structural wood sheathing directly applied or 5-8-13 oc purlins, except BOT CHORD 2x4 OF No.t&Btr G 2-0-0 oc purlins (6-0-0 max.): 4-8. WEBS 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 16-17,15-16. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS. (Ib/size) 2=497/0-3-8, 16=1962/0-3-8, 11=922/0-3-8 Max Horz 2=116(LC 24) Max Uplift 2=-133(LC 25), 16=-175(LC 8), 11=-93(LC 8) Max Grav 2=519(LC 17), 16=1962(LC 1), 11=936(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP -CHORD 2-3=-461/130, 4-25=0/768, 25-26=0/768, 26-27=0/768, 27-28=0/768, 28-29=0/768, 6-29=0/768, 6-30=-527/137, 36-31=-527/137, 7-31=-527/137, 7-32=-822/79, 32-33=-822/79,33-34=-819/80, 34-35=-819/79,35-36=-817/80, 8-36=-817/80, 8-10=-977/53, 10-11=-1342/40 BOT CHORD 2-18=-31/398, 17-18=-31/398, 15-16=-548/96, 14-15=-65/547, 13-14=0/1144, 11-13=0/1144 WEBS 3-17=-434171, 4-17=0/337, 4-16=-951/91, 6-16=-1206/195, 6-15=-50/1287, 7-15=-639/116, 7-14=0/366, 10-14=-398/98 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=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=38ft; eave=5ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 QRQFESS!pN 3) Provide adequate drainage to prevent water ponding. p 9� 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. rQ M. Bq 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. h, 6) A plate rating reduction of 20% has been applied for the green lumber members. LLI C 60384 A 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 133 Ib uplift at joint 2, 175 Ib uplift at joint 16 and 93 Ib uplift at joint 11. : ' XP. 06!30!16 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. tS Continued on page 2 February 16,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. f 0/03/2015 BEFORE USE. Design valid for use only with MiTekOconneclors. This design is based only upon parameters shown, and is for an individual building component, not �e a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Qualify Criteria. DSB•89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Corona, CA 92880 Job Truss Truss Type Oty Ply Casper Residence building design. Bracing indicated is to prevent buckling of Individual Iruss web and/or chord members only, Additional temporary and permanent bracing MiTek • fabrication. storage. delivery, erection and bracing of trusses and truss systems, see ANSI/71`111Quality Cdterla, DSB•89 and BCSI Building Component K1734796 50547COSPER A3 CALIFORNIA 1 1 , ` Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 11:00:41 2016 Page 2 I D:HixTl6Ky6ZDxkOcZy3918VyO VuJ-teesWXcld8JEf2d2dC?itxlUHsBK7gYkO5TzPzkZgq NOTES' 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 123 Ib down and 155 Ib up at 9-8-9, 92 Ib down and 91 Ib up at 12-0-11, 96 Ib down and 95 Ib up at 14-0-11, 96 Ib down and 95 Ib up at 16-0-11, 96 Ib down and 95 Ib up at 18-0-11, 96 Ib down and 95 Ib up at '19-11-4, 96 Ib down and 95 Ib up at 21-11-4, 96 Ib down -and 95 Ib 3 up at 23-11-4, and 92 Ib down and 91 Ib up at 25-11-4, and 249 Ib down and 142 Ib up at 28 -5 - on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 . Uniform Loads (plf) Vert: 1-4=-62, 4-5=-62,4-25=-22, 25-36=-62, 8-36=-22, 8-9=-62, 8-12=-62, 19-22=-20 A WARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with NLlek@ connectors. This design is based only upon parameters shown, and Is for an individual building component, not �s a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual Iruss web and/or chord members only, Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage. delivery, erection and bracing of trusses and truss systems, see ANSI/71`111Quality Cdterla, DSB•89 and BCSI Building Component 250 Klug Circle • Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Corona, CA 92880 Job Truss Truss Type Qty , Ply Casper Residence Plate Grip DOL 1.15 TC 0.50 TCDL 11.0 K1734797 50547COSPER A4 CALIFORNIA 1 1 YES WB 0.89 BCDL 10.0 Code IBC2012rrPI2007 (Matrix -M) Job Reference (optional) DESIGN ASSISTANCE, PARADISE. CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 11:00:41 2016 Page 1 I D:HixTl6Ky6ZDxkOcZy3918VyQ VuJ-teesWXcld8JEf2d2dC?itxjSHsaK45YkO5TzPzkZgq • -0- - -6• 11 - .g q - 2-0.0 5-11-8 5.7.5 0- - 0 6-11-9 6-11.9 0-5-9 5-7-6 5-11-7 2-0.0 3x6 = 6x8 = 8 Scale = 1:71.4 3x6 = 1.5x4 II 3x6 = 5x8 = 5x8 = 3x6 = 1.5x4 II 3x6 = 5. 1-B 11-6-13 14.11-4 1If-04 0-9-8 6-5-3 32-0 38-0-0 5-11.8 5-7-5 317-7 0- 5-9.4 5-7.11 5-75 5.11.7 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.50 TCDL 11.0 Lumber DOL 1.25 BC 0.21 BCLL 0.0 ' Rep Stress Incr YES WB 0.89 BCDL 10.0 Code IBC2012rrPI2007 (Matrix -M) DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.0312-13 >999 240 MT20 220/195 Vert(TL) -0.11 12-13 >999 180 Horz(TL) 0.03 10 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF No.1&Btr G BOT CHORD REACTIONS. (Ib/size) 2=464/0-3-8, 15=2016/0-3-8, 10=898/0-3-8 Max Horz 2=135(LC 7) Max Uplift2=-132(LC 25), 15=-238(LC 8), 10=-144(LC 8) Max Grav2=501(LC 17), 15=2016(LC 1), 10=922(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-364/129, 3-4=0/393, 4-24=0/774, 24-25=0/774, 25-26=0/774, 26-27=0/774, 27-28=0/774, 6-28=0/774, 7-9=-792/167, 9-10=-1272/149 BOT CHORD 2-17=-48/330, 16-17=-48/330, 15-16=-303/136, 13-14=-5/638, 12-13=-29/1073, 10-12=-29/1073 WEBS 3-16=-551/91,4-16=0/358, 4-15=-974/131, 6-15=-1306/217, 6-14.=0/589,7-14=-620/69, 7-13=0/398, 9-13=-512/110 Weight: 192 Ib FT = 20% Structural wood sheathing directly applied or 5-9-13 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-7. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.0psf; h=25ft; B=45ft; L=38ft; eave=5ft; Cat. ll; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 132 Ib uplift at joint 2, 238 Ib uplift at joint 15 and 144 Ib uplift at joint 10. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 123 Ib down and 155 Ib up at 11-8-9, 92 Ib down and 91 Ib up at 14-0-11, 96 Ib down and 95 Ib up at 16-0-11, 96 Ib down and 95 Ib up at 18-0-11, 96 Ib down and 95 Ib up at 19-11-4, 96 Ib down and 95 Ib up at 21-11-4, and 92 Ib down and 91 Ib up at 23-11-4, and 123 Ib down and 155 Ib up at 26-3-7 on top chord. The design/selection of such connection device(s) is the responsibility of others. ConGnDued on Cage (2andard February 16,2016 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent coilopse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criterla, DSB•89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Casper Residence " K7734797 50547COSPER _ A4. CALIFORNIA 1 1 Job Reference o lional) DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 11:00:42 2016 Page 2 ID:HixTt6Ky6ZDxkOcZy3918VyQ VyJ-LrBEjtdVOS6ZspdpcKjEF5UuC hCp3XLhzggl VrzkZgp LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-62, 4-5=-62, 4-24=-22, 24-33=-62, 7-33=-22, 7-8=-62, 7-11=-62, 18-21=-20 WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MlekO connectors. This design is based only upon parameters shown, and is lot on individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - MITek• is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of Irusses and truss systems, see ANSI/TPII Quality Criteria, DS9-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. - Corona, CA 92880 Job Truss Truss Type Qty PlyCasper Residence PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.36 K1734798 50547COSPER A6 CALIFORNIA 1 1 BC 0.26 Vert(TL) -0.13 12-13 >999 180 BCLL 0.0 ' Rep Stress Incr Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 11:00:42 2016 Page 1 ID:HixTl6Ky6ZDxkOcZy3g18VyQVuJ-LrBEjtdVOS6ZspdpcKjEF5UwPhB53Wmhzggl VrzkZgp •2-0.0 6-11.6 13.6.13 14 0 7 19-0-0 23.11-9 24 5 3 31.0.6 3.812 40-0-0 2-0.0 B -11-S 6-7-5 0. -10 4.11.9 4-11-9 0- •10 6-7-5 6-11.8 6x8 = 300 = 8 5x8 = Scale = 1:71.4 3x8 = 1.5x4 II 3x6 = 3x6 = 5xB = 3x10 = 1.5x4 11 3x6 15-2.0 6•,, a ea•s ji ,.4-7 3-1ao s -s-3 1.5 a n•e LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.36 Vert(LL) -0.03 12-13 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.13 12-13 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.93 Horz(TL) 0.02 10 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 203 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.t&Btr G TOP CHORD Structural wood sheathing directly applied or 5-9-13 oc purlins, except BOT CHORD 2x4 DF No.t&Btr G 2-0-0 oc purlins (6-0-0 max.): 4-7. WEBS 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 10-0-0 oc bracing: 12-13,10-12. , MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=459/0-3-8.15=2029/0-3-8. 10=893/0-3-8 Max Horz 2=-154(LC 23) Max Uplift2=-146(LC 25), 15=41(LC 8), 10=-101(LC 8) MaxGrav2=511(LC 17), 15=2029(LC 1), 10=926(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-325/172, 3-4=0/603, 4-24=0/648.124-25=0/643, 25-26=0/642, 6-26=0/637, 6-27=476/102, 27-28=-473/103, 28-29=-473/102, 29-30=-471/103, 7-30=-471/103, 7-9=-627/71, 9-10=-1224/57 BOT CHORD 2-17=-123/272,16-17=-123/272, 15-16=-473/143.14-15=-170/255.14-31=-170/255. 13-31=-170/255,12-13=0/1021,10-12=0/1021 WEBS 3-17=0/284, 3-16=-655/106, 4-16=0/407,4-15=-993/8, 6-15=-1133/48, 6-13=0/740, 9-13=-621/110,9-12=0/269 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=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=38ft; eave=5ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 146 Ib uplift at joint 2, 41 Ib uplift at joint 15 and 101 Ib uplift at joint 10. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 10) Hanger(s) or other conriection device(s) shall be provided sufficient to support concentrated load(s) 191 Ib down and 142 Ib up at 13-9-3, 92 lb down and 91 Ib up at 16-0-11, 96 Ib down and 95 Ib up at 18-0-11, 96 Ib down and 95 Ib up at 19-11-4, and 92 Ib down and 91 Ib up at 21-11-4, and 249 Ib down and 142 Ib up at 24-5-3 on top chord. The design/selection of such connection device(s) is Continuedese7opage of others. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTea con nec lors. This design is based only upon parameters shown, and is for an individual building component, not o truss system. Before use, the building designer must verify the applicability of design parameters and 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 lubrication, storage. delivery. erection and bracing of trusses and truss systems. see ANSI/TPII Quality Cdarlo, DSB•89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. pRpFESS/p,1, Lu aQ C 60384 rn 06/30/16 /* F CAUr" February 16,2016 MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Casper Residence Design valid for use only with MITea connectors. This design is based only upon parameters shown, and is for on Individual building component, not K1734798 50547COSPER A6 CALIFORNIA 1 1 MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-62, 4-5=-22, 4-30=-62, 7-30=-22, 7-8=-62, 7-11=-62, 18-21=-20 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 11:00:42 2016 Page 2 ID:HixTI6Ky6ZDxkOcZy3918VyQVUJ-LrBEjtdVOS6ZspdpcKjEF5UwPhB53wmhzggl VrzkZgp � I I - ® WARNING -Varity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7477 rev. f 0/03/2015 BEFORE USE. Design valid for use only with MITea connectors. This design is based only upon parameters shown, and is for on Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall ■ building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent tracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria. DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Corona, CA 92880 J Job Truss Truss Type toy Ply Casper Residence SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP K1734799 50547COSPER A7 CALIFORNIA 1 1 TCDL 11.0 Lumber DOL 1.25 BC 0.32 Vert(TL) -0.17 11-12 >999 180 Job Reference optional DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 11:00:43 2016 Page 1 ID: HixTt6Ky6ZOxkOcZy3918VyQVuJ-p 11cxCe79mEQUzC?A2 ETn113k5XRo7XrCJaa 1 IzkZgo - - -1 - -13 - -9 30.0-8 38-0.0 2-0-0 7.11.8 7.7.5 0-5-9 . 5-11-3 0- - 0 7-7-5 7-t1-8 . 2-00 ' W m Scale = 1:72.6 6x8 = 6.00 52 7 5x8, _ 3x6 = 1.5x4 II 5x8 = 5x8 = 1.5x4 11 3x6 = . 7.11-8 14-10-8 •13 22-5-3 3 -0-8 38.0-0 7.11-8 6-11-0 0 - 6-10-7 7.7.5 7.11-8 Plate Offsets (X Y)-- f3:0-3-12.0.3-81 f4:0-4-0 0-1-81, f6:0-4-0.0-1-91. f8:0 -4-0.0-3-4l. f9:0-0-0.0-0-0) j12:0-3-8 0-3-01. j13:0-4-0.0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.45 Vert(LL) -0.06 12-13 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.32 Vert(TL) -0.17 11-12 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.32 Horz(TL) 0.02 9 n/a n/a BCDL 10.0 Code IBC2012frP12007 (Matrix -M) Weight: 185 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-9-2 oc purlins, except BOT CHORD 2x4 DF No. 1&BV G 2-0-0 oc purlins (6-0-0 max.): 4-6. WEBS 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 3-13, 4-13, 8-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) 2=54610-3-8,13=1891/0-3-8,9=904/0-3-8 Max Harz 2=174(LC 7) Max Uplift2=-119(LC 25), 13=48(LC 8), 9=-106(LC 8) MaxGrav2=599(LC 17), 13=1891(LC 1), 9=942(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-434/100, 3-4=0/592, 4-21=-352/116, 21-22=-352/116, 22-23=-349/116, 23-24=-348/117, 6-24=-346/117, 6-8=-499/81, 8-9=-1186/65 BOT CHORD 2-14=-57/302,13-14=-60/299. 13-25=-396/155, 12-25=-396/155, 11-12=0/970, 9-11=0/973 WEBS 3-14=0/310,3-13=-734/132,4-13=-1393/80,4-12=0/1008. 6-12=-275/59.8-12=-7131134, 8-11=0/311 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=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=38ft; eave=5ft; Cat. Il; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9R(DFESS/0� 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will y� fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members.C� C% 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 119 Ib uplift at joint 2, 48 Ib uplift at joint 13 rn and 106 lb uplift at joint 9. of C60384 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. P.,%13011 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 117 Ib down and 142 Ib up at 15-8-9, 92 Ib down and 91 Ib up at 18-0-11, and 92 Ib down and 91 Ib up at 19-11-4, and 243 Ib down and 130 Ib up at 22-5-3 on top chord. The design/selection of such connection device(s) is the responsibility of others. FOF CALtFOQ �OAD onflnued oE�dage (2andard February 16,2016 ® WARNING -verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PA GE M114473 rev. 10/03/2015 BEFORE USE. Design valid for use only with NuTek® connectors. This design is based only upon parameters shown, and Is for an individual building component. not a tens system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Ctiterla, DSB•89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Casper Residence K1734799 50547COSPER A7 CALIFORNIA 1 1 Job Reference (optional) i DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 11:00:43 2016 Page 2 I D:HixTt6Ky6ZDxkOcZy3918Vy0 VuJ-p 1 lcxCe7gmEO UzC7A2ETn 113k5XRo7XrC Jaa l lzkZgo LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-62, 4-5=-62, 4-21=-22, 21-24=-62, 6-24=-22, 6-7=-62, 6-10=-62, 15-18=-20 Concentrated Loads (Ib) Vert: 4=20 6=20 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall ■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M ITP. k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, OSB -89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Corona, CA 92880 Job Truss Truss Type Oty Ply Casper Residence Plate Grip DOL 1.15 TC 0.30 TCDL 11.0 K1734800 50547COSPER AB CALIFORNIA 1 1 YES WB 0.45 BCDL 10.0 Code IBC2012rTP12007 Rigid ceiling directly applied or 6-0-0 oc bracing. Job Reference Ioptional) aaia rout, c, rr+nr+�wc, cn 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 11:00:44 2016 Page 1 ID:HixTt6Ky6ZDxkOcZy391 BVyQVuJ-HDJ?8Yflw3MH57nCjliiKWZHtVtpXYk_RzJBakzkZgn 18.06 20.5-3 2-0-0 6-144 5.7-2 5-e•t2 0. -1 141- .n an.n.n 30- - 5.9-12 5-7.2 6•t-15 1 2 0 0 0-3-13 Scale = 1:72.6 6x8 = 5x8 = 5 6 8 3x6 = 3x6 = 6xB = 5x8 = 3x6 = 1.5x4 II 3x6 = 7-96 7-2-3 0. - 3 2-4-13 2-10-7 5.9.12 - 5.7.2 0 1 15 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.30 TCDL 11.0 Lumber DOL 1.25 BC 0.24 BCLL 0.0 ' Rep Stress Incr YES WB 0.45 BCDL 10.0 Code IBC2012rTP12007 Rigid ceiling directly applied or 6-0-0 oc bracing. (Matrix -M) LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF No. t&Btr G REACTIONS. (Ib/size) 2=488/0-5-8,16=2009/0-3-8.11=919/0-3-8 Max Horz 2=-193(LC 23) Max Uplift 2=-106(LC 25), 16=-55(LC 8), 11=-106(LC 8) Max Grav 2=554(LC 17), 16=2009(LC 1), 11=949(LC 18) 4 4 a, 2117 0 DEFL. in (loc) I/defi L/d PLATES GRIP Vert(LL) -0.0416-17 >999 240 MT20 220/195 Vert(TL) -0.12 17-20 >999 180' Horz(TL) 0.03 11 n/a n/a Weight: 208 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-6 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 5-7. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 7-15, 9-15, 5-16 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 2-3=-421/96,3-4=-259/154,4-5=0/682.7-9=-303/124,9-10=-826/83, 10-11=-1301/63 BOT CHORD 2-17=-90/314.17-25=-306/117, 25-26=-306/117, 16-26=-306/117,16-27=-199/267, 27-28=-199/267, 15-28=-1.99/267, 14-15=0/673, 13-14=0/1090,11-13=0/1093 WEBS 3-17=-310/117,4-17=-16/546,4-16=-606/146,9-15=-688/108, 9-14=0/416, 10-14=481/78, 5-15=0/837, 5-16=-1421/4 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=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=38ft; eave=5ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106 Ib uplift at joint 2, 55 Ib uplift at joint 16 and 106 Ib uplift at joint 11. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 188 Ib down and 176 Ib up at 17-9-3, and 245 Ib down and 176 Ib up at 20-5-3 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 February 16,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/0312015 BEFORE USE. Design valid for use onty wilh 1•NTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss system. Before use. the building designer must verity the applicability of design parameters and properly incorporate $his design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal Injury and. properly damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems- see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Corona, CA 92880 Job Truss ruType Qty Ply Casper Residence • [CLIFORNIAss K1734600 50547COSPER AS 1 1 Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-62, 5-6=-22, 5-24=-62, 7-24=-22, 7-8=-62, 7-12=-62, 18-21=-20 Concentrated Loads (lb) Vert: 5=-17 7=-17 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 11:00:44 2016 Page 2 ID:HixTt6Ky6ZDxkOcZy3918VyQVuJ-HDJ78Yflw3MH57nCjlliKWZHIVIpXYk RzJ8akzkZgn ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MliekO connectors. this design is based only upon parameters shown, and is for an individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ■■��YY building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria. DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Casper Residence K1734801 50547COSPER A9 Roof Special 3 1 Job Reference o tional DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 11:00:45 2016 Page 1 I D:HixTt6Ky6ZDxkOcZy3918VyQVuJ•mQtNMufNhNU8jGMOHTGxtj6RCuBoGzx7fd3h6AzkZgm -0 1-0-0 25-1-12 l 40-0-0 6.1-12 6-1-122 6.8-8 6-i 12 6-13 6-8-8 2-0.0 M �1 Scale = 1:70.9 5x8 = 3x6 = 3x6 = 6x8 =. 5x8 = 3x6 = 3x6 = 7-9-0 14.11.3 15 -0 22-5-3 29-11-3 38-0-0 7.9-0 7-2-3 6- •13 7.3-3 7b-0 8-0.12 Plate Offsets (X Y)-- [3:0-4-0.0-3-01, [7:0-4-0.0-3-01, 111 04-0.0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.07 10-11 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.32 Vert(TL) -0.18 10-11 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.51 Horz(TL) 0.02 8 n/a n/a BCDL 10.0 Code IBC2012ITP12007 (Matrix -M) Weight: 194 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-10-7 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF No.1&Btr G WEBS 1 Row at midpt 5-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide REACTIONS. (Ib/size) 2=481/0-3-8,12=1977/0-3-8,8=906/0-3-8 Max Harz 2=202(LC 7) Max Up1ift2=-180(LC 8), 12=-613(LC 8), 8=-311(LC 8) Max Grav 2=556(LC 17), 12=2004(LC 2), 8=930(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-398/126, 3-4=-279/169, 4-5=-63/688, 5-6=-430/237, 6-7=-1063/397, 7-8=-1210/355 BOT CHORD 2.13=-131/284, 13-20=-353/245, 20-21=-353/245, 12-21=-353/245, 11-24=-15/531, 24-25=-15/531,10-25=-15/531,8-10=-207/1009 WEBS 3-13=-350/139, 4-13=-247/616, 4-12=-639/253, 5-12=-1332/338, 5-11=-312/847, 6-11=-635/252, 6-10=-236/584, 7-10=-342/136 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=6.Opsf; BCDL=6.Opsf; h=25ff; B=45ft; L=38f: eave=5ft; Cat. Il; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 fit between the bottom chord and any other members, with BCDL = 1O.Opsf. �O9RQFESS/ON9 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 180 Ib uplift at joint 2, 613 Ib uplift at joint 12 Q Jap N1• 8,q F2 and 311 Ib uplift at joint 8. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. C 60384 m * P. 06/30!16 * / OF CALF v February 16,2016 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 161II-7073 rev. 1010312015 BEFORE USE. Design valid for use only with mTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall ■�Y building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing. MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIJTPII Quality Criteria. DSB•89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Corona, CA 92880 Job Truss rType Qty Ply Cosper Residence Plate Grip DOL .1.15 1.U.S's TCDL 11.0 K1734802 50547COSPER A10 Special Girder 1 Rep Stress Incr Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 11:00:23 2016 Page 1 ID:HixTt6Ky6ZDxkOcZy3918VyQVuJ-PBY2kNOascjG4ug9?rtnz4ChfiZe6?hucCkWLSzkZr6 19-11.7 14.5.11 1 19-0.0 23 6-4 28-0.9 32.6-13 1 38-0-0 I 5-5-3 4-0-4 4'-4 4.6-4 4Fi-4 4Fi-4 41'i-4 5.5.3 5x8 = ZZ ZJ 11 Z4 10 zo 8x8 — 1202 — 4x8 = 4x8 = 1202 = 8x8 = 15 2i4 27 13 2§2 29 30 11 10 8x8 = 6x8 = 8x8 = 6-0-15 I lel-015 14-8.7 116-5-0I 21-7-0 1. 26-9-1 1 31-11-1 1 38-0-0 1 6-0-15 . 3-5-85-2-0 5-2-0 5-2-0 6-0-15 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL .1.15 TC 0.27 TCDL 11.0 Lumber DOL 1.25 BC 0.84 BCLL 0.0 ' Rep Stress Incr NO WB 0.63 BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) LUMBER - TOP CHORD 2x4 DF No.t&Btr G BOT CHORD 2x8 DF No.t&Btr WEBS 2x4 OF No.t&Btr G DEFL. in (loc) I/defl L/d Vert(LL) 0.1016-17 >999 240 Vert(TL) -0.2316-17 >759 180 Horz(TL) 0.01 15 n/a n/a Scale= 1:70.8 PLATES GRIP MT20 220/195 Weight: 532 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 23-3-9 except (jt=length) 1=0-3-8, 15=0-3-8. (lb) - Max Horz 1=191(LC 24) Max Uplift All uplift 100 Ib or less at joint(s) except 1=-1138(LC 25), 12= 402(LC 25), 11=-390(LC 37), 10=-951(LC 34), 14=-1664(LC 25), 9=-552(LC 34), 15=-250(LC 25) Max Grav All reactions 250 lb or less atjoint(s) except 1=2164(LC 1), 12=1051(LC 1), 11=621(LC 23), 10=1312(LC 23), 14=4878(LC 1), 9=677(LC 23), 15=317(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4523/2322, 2-3=-4434/1868, 3-4=-481/445, 4-5=-1209/2745, 5-6=-1316/2073, 6-7=-1222/1644,7-8=-769/943, 8-9=-1304/1413 BOT CHORD 1-22=-2140/3983, 22-23=-2140/3983, 17-23=-2140/3983, 17-24=-152811750, 16 -24= -1528/1750,16-25=-2188/1832,15-25=-2188/1832,15-26=-2188/1832, 14 -26= -2120/1596,14-27=-2139/1848,13-27=-1867/1405,13-28=-1794/1232, 12 -28= -1794/1049,12-29=-1608/1086,29-30=-1608/674,11-30=-1608/791, 10-11=-1308/1100,9-10=-1201/1090 WEBS 5.12=-325/237, 6-12=-928/753, 6-11=-1021/1290, 7-11=-721/643, 7-10=-1265/1478, 8 -10= -268/103,5 -14=-2353/1257,4-14=-3097/814,4-16=-1100/4376,3-16=-2398/593, 3-17=-1144/4965, 2-17=-257/130 NOTES - 1) 2 -ply truss to be connected together with 1 O (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-2-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=11omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 8=45ft; L=38ft; eave=5ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. , 7) A plate rating reduction of 20% has been applied for the green lumber members. Continued on page 2 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Belore use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. /Qg0FESSlON9� LLI� C 60384 rn , ,_1r XP. 06130116 / * OF February 16,2016 �L MiTek' 250 Klug Circle Corona, CA 9288D JobTruss Truss Type Qty Ply Residence �Cosper K1734802 50547COSPER A10 Roof Special Girder 1 Job Reference(optional) DESIGN ASSISTANCE, IPARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 11:00:23 2016 Page 2 . I D:HixTt6Ky6ZDxkOcZy3918VyQ VuJ-PBY2k NOascjG4ug9?rtnz4Chf 1 Ze6?hucCk WLSzkZr6 NOTES - 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1138 Ib uplift at joint 1, 402 Ib uplift at joint 12, 390 Ib uplift at joint 11, 951 Ib uplift at joint 10, 1664 Ib uplift at joint 14, 552 Ib uplift at joint 9 and 250 Ib uplift at joint 15. 9) This truss has been designed for a total drag load of 4000 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 14-8-8 to 38-0-0 for 171.7 plf. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 213 Ib down and 50 Ib up at 2-0-12, 218 Ib down and 36 Ib up at 4-0-12, and 218 Ib down and 21 Ib up at. 6-0-12, and 4240 Ib down and 954 Ib up at 7-10-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-62, 5-9=-62, 1-9=-20 Concentrated Loads (Ib) Vert: 17=-218(B) 22=-213(B) 23=-218(B) 24=-4240(B) ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE Mil -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must verity the applicability of design parameters and 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 Mi Tr ek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Crllerla, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Corona, CA 92880 Job Truss Truss Type Oly Ply Casper Residence TC 0.64 Vert(LL) -0.29 7-8 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 K1734803 50547COSPER All ROOF TRUSS 2 1 Horz(TL) 0.06 6 n/a n/a BCDL 10.0 Code IBC20121TPI2007 (Matrix -M) Job Reference o tional DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 11:00:24 2016 Page 1 I D:HixTl6Ky6ZDxkOcZy3918Vy0 VuJ-tN6RyjPCdwr7i2FMYY00WIkm VRv5rYO2gsT4tuzkZr5 7.10.4 21-7-6 I 29-8-15 7.104 1102 31 -it 7-5.11 8-1.9 4x6 5x8 = 10 10 2.5x5 I I 9 8 7 4x12 = 4x6 8x1BM18SHS = 2.56 II 4x6 = 6 � o jut 1.� 00 3x6 = 7-10-4 6.3.8 7-5.11 8-1.9 ' Scale = 1:65.0 LOADING (psf) SPACING'- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.64 Vert(LL) -0.29 7-8 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.89 Vert(TL) -0.84 7-8 >424 180 M18SHS 220/195 BCLL 0.0 ' Rep Stress Incr YES WB 0.24 Horz(TL) 0.06 6 n/a n/a BCDL 10.0 Code IBC20121TPI2007 (Matrix -M) Weight: 193 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1 &BtrG 'Except' TOP CHORD Structural wood sheathing directly applied or 4-0-4 oc purlins, except T1: 2x6 OF No.2 G end verticals. BOT CHORD 2x6 DF No.2 G *Except* 80T CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: B3: 2x6 DF No.t&Btr G, 82: 2x4 DF No.1&Btr G 3-1-0 oc bracing: 9-10. WEBS 2x4 OF No. 1&Bit G WEBS 1 Row at midpt 5-8 JOINTS 1 Brace at Jt(s): 11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation citticle. REACTIONS. (Ib/size) 10=1332/Mechanical, 6=1294/Mechanical Max Horz 10=-238(LC 6) Max Uplift10=-252(LC 8), 6=-307(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1391/291, 2-15=-315/0, 4-5=-1469/311, 5-6=-2308/509, 1-10=-1361/245 BOT CHORD 8-9=-79/1210, 7-8=-372/1969, 6-7=-375/1976 WEBS 4-8=-151/342,5-8=-919/333.5-7=-102/409,2-11=-1090/459.4-1 1=-1085/456. 1-9=-161/1371 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=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. ll; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) 200.01b AC unit load placed on the top chord, 11-0-0 from left end, supported at two points, 2-6-0 apart. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 252 Ib uplift at joint 10 and 307 Ib uplift at joint 6. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. OpROF E SS/ONS Of a� C 60384 rn 06130116 /* OFCA0F February 16,2016 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1I1•7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek®conneclors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Cirde Safety Information available from Truss Plate institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Casper Residence 50547COSPER Al 2A ROOF TRUSS 1 1 K1734804 ncclrnr nccicTeniro ono nnico r - Job Reference (optional) ocp ca cV I a rvu r ex inaussnes, Inc. I ue 1-eb 18 11:00:25 2016 Page 1 ID:HixTl6Ky6ZDxkOcZy391BVyQVuJ-LZgp92QgOEz JCgY6GwF3VHyOgCnaxZB3WDdQKzkZr4 7-10-4 1 11-0-0 14-1-11 19-0.1404 0 029-8-1 7.10-4 3.1-12 3-1-11 4-11-2 4-11-2 5-8-15 I - 4x6 = 3 16 5 II 13 12 11 18 19 10 9 2.5x5 II _ 4x6 = 6x12 8x18 M18SHS = 3x6 = 4x6 = 06 = Scale = 1:65.0 LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G *Except' 81: 2x6 DF No. t&Btr G, B3: 2x6 DF No.2 G WEBS 2x4 DF No.t&BtrG REACTIONS. (Ib/size) 9=1281/Mechanical, 13=1334/Mechanical Max Harz 13=-233(LC 6) Max Uplift9=-303(LC 8), 13=-252(LC 8) BRACING- TOPCHORD BOT CHORD WEBS' JOINTS FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1415/294, 2-15=-463/0, 3-15=-366/0, 3-16=-275/0, 4-16=-364/0, 4-5=-1427/320, 5-6=-2480/628.6-7=-2470/599,1-13=-1398/252 BOT CHORD 11-12=-90/1187,11-18=-255/1627, 18-19=-255/1625,10-19=-256/1625,9-10=-466/2212 WEBS 4-11=-182/363,5-11=-672/242, 5-10=-283/839.7-10=-328/123,7-9=-2424/543, 2-14=-894/412.4-14=-894/412,1-12=-155/1335 Structural wood sheathing directly applied or 3-11-7 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 7-8. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpl 7-9 1 Brace at Jl(s): 8, 14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. ll; Exp Q. enclosed; MWFRS (directional); cantilever left and right exposed end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) 200.01b AC unit load placed on the top chord, 11-0-0 from left end, supported at two points, 2-6-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in. all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 303 Ib uplift at joint 9 and 252 Ib uplift at joint 13. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTekO connectors. This design is based only upon parameters shown- and is for an individual building component. not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for sloblrily and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Duality Criterla. DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. OQROFESS/ONy M 183q�T�F2c C 60384 A 06/30/16 /* OF CAU-) February 16,2016 MiTek' 250 Wug Circle Corona, CA 92880 1--19-d14-1-11 7.10-0 6.3-8 24-0A 9-10-5 29-8-15 Plate Offsets (X,Y)-- 1`7:0-3-12.0-2-81. [11:0-9-0.0-3-41, [12:0-3-0.0-3-01 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.59 Vert(LL) 0.41 10-11 >868 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -1.22 10-11 >290 180 M18SHS 220/195 BCLL 0.0 ' Rep Stress Incr YES WB 0.48 Horz(TL) 0.08 9 n/a n/a BCDL 10.0 Code IBC2012fTP12007 (Matrix -M) Weight: 201 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G *Except' 81: 2x6 DF No. t&Btr G, B3: 2x6 DF No.2 G WEBS 2x4 DF No.t&BtrG REACTIONS. (Ib/size) 9=1281/Mechanical, 13=1334/Mechanical Max Harz 13=-233(LC 6) Max Uplift9=-303(LC 8), 13=-252(LC 8) BRACING- TOPCHORD BOT CHORD WEBS' JOINTS FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1415/294, 2-15=-463/0, 3-15=-366/0, 3-16=-275/0, 4-16=-364/0, 4-5=-1427/320, 5-6=-2480/628.6-7=-2470/599,1-13=-1398/252 BOT CHORD 11-12=-90/1187,11-18=-255/1627, 18-19=-255/1625,10-19=-256/1625,9-10=-466/2212 WEBS 4-11=-182/363,5-11=-672/242, 5-10=-283/839.7-10=-328/123,7-9=-2424/543, 2-14=-894/412.4-14=-894/412,1-12=-155/1335 Structural wood sheathing directly applied or 3-11-7 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 7-8. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpl 7-9 1 Brace at Jl(s): 8, 14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. ll; Exp Q. enclosed; MWFRS (directional); cantilever left and right exposed end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) 200.01b AC unit load placed on the top chord, 11-0-0 from left end, supported at two points, 2-6-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in. all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 303 Ib uplift at joint 9 and 252 Ib uplift at joint 13. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTekO connectors. This design is based only upon parameters shown- and is for an individual building component. not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for sloblrily and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Duality Criterla. DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. OQROFESS/ONy M 183q�T�F2c C 60384 A 06/30/16 /* OF CAU-) February 16,2016 MiTek' 250 Wug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply' per ResidnceK1734805 TCDL 11.0 Lumber DOL 1.25 BC 0.98 BCLL 0.0 ' Rep Stress Incr YES TJCoob'Relerence' 50547COSPER Al2B ROOFTRUSS 1 TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x6 DF No.1&BtrG *Except* o tional) DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries. Inc. Tue Feb 16 11:00:25 2016 Page 1 I D:HixTl6Ky6ZDxkOcZy3918VyQ VuJ•LZg p92OgOEz_JCgY6GwF3VHvvgCuaxMB3WDdQ KzkZr4 7.10-4I 11-0-0 141111 22-0-0 + 29-0-0 yS 7-10-4 3-1-12 3-1.11 7.10.5 7-0-0 0-8.1� .e 4x6 = 14 11 10 9 8 7 4x8 .5x5 2II 3x6 8x12 _ 8x18M18SHS = 4x8 = 4x8 I '11i 14-1-11 I 22-0-0 I 29-8-15 i 7.10.4 6-3-8 7.10-5 7.8-15 *** Design Problems *** REVIEW REQUIRED Analog warning - check design LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.79 TCDL 11.0 Lumber DOL 1.25 BC 0.98 BCLL 0.0 ' Rep Stress Incr YES WB 0.49 BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x6 DF No.1&BtrG *Except* B2: 2x4 DF No.t&BtrG WEBS 2x4 DF No. 1&Btr G Scale = 1:65.0 n 4 ro a 0 DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.38 8-9 >938 240 MT20 220/195 Vert(TL) -1.08 8-9 >328 180 M18SHS 220/195 Horz(TL) 0.06 7 n/a n/a BRACING - TOP CHORD BOTCHORD WEBS JOINTS REACTIONS. (Ib/size) 11=1334/Mechanical, 7=1263/Mechanical Max Horz 11=-231(LC 6) Max Uplift 11=-252(LC 8), 7=-306(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1417/297, 2-13=-346/0, 4-14=-297/0, 4-5=-1464/299, 5-15=-2225/531, 6-15=-2225/531,1-11=-1399/254,6-7=-1226/283 BOT CHORD 9-10=-122/1188, 8-9=-429/2129 WEBS 4-9=-135/277, 5-9=-1075/359, 5-8=-715/123, 6-8=-508/2319, 2-12=-1007/458, 4-12=-1007/458,1-10=-159/1338 Weight: 200 Ib FT = 20% Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals, and 2-0-0 oc purlins (3-7-1 max.): 5-6. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 5-9 1 Brace at Jt(s): 6, 12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=30h; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) 200.01b AC unit load placed on the top chord, 11-0-0 from left end, supported at two points, 2-6-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to girder(s) for truss to truss connections. Continued on page 2 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEx REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek& connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. PROF E SSIp,1, uJ o� C 60384 A 06/30116 /* February 16,2016 MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Oty Ply Casper Residence folodcation, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criterlo, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 K1734805 50547COSPER A128 ROOF TRUSS 1 1 Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 11:00:25 2016 Page 2 " ID:HixTl6Ky6ZDxkOcZy3918VyQ VuJ-LZgp92Qg0Ez_JCgY6GwF3VHvvgCuaxMB3wDdQKzkZr4 NOTES - 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 252 Ib uplift at joint 11 and 306 Ib uplift at joint 7. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mffe& connectors. This design is based only upon parameters shown, and is for an individual building component, not �- a truss system. Before use, the building designer must verily the applicability of design parameters and 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 brocing is always required for slability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ■ , y�el• Welk' l folodcation, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criterlo, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Oty Ply Casper Residence BRACING - MiTek TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-9-7 oc purlins, except K1734806 50547COSPER Al2C ROOF TRUSS 1 1 WEBS 2x4 DF No. 1&Btr G WEBS 1 Row at midpt 5-9 fit between the bottom chord and any other members. JOINTS 1 Brace at Jt(s): 14 Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 11:00:26 2016 Page 1 ID: HixTl6Ky6ZDxkOcZy3918VyQVuJ-pmEBNORT9X5rxM PkgzRUbjg8LEY4J KOKIAyBynzkZr3 7.10-4 11-0-0 14-1.11 20-0-0 27-0-0 291 8=15 7-10-4 3-1.12 3-1-11 5-10-5 7-0-0 2.8-15 4x6 4x6 = 16 Scale = 1:65.0 13 12 - 11 10 - 9 8 2.5x5 II 4x12 = 4x6 8x18 M18SHS 2.5x5 II - 5x8 = 2.5x5 II = 4x6 = 7-10.4 14.1.11 I 20-0-0I 27-0-0 I29-8-15 l 7-10-4 6-3.8 5.10.5 7-0-0 2-8-15 LOADING (psi) TCLL 20.0 TCDL 11.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.25 Rep Stress Incr YES Code IBC2012ITP12007 CSI. TC 0.56 BC 0.98 WB 0.76 (Matrix -M) DEFL. in (loc) I/deft L/d Vert(LL) -0.30 10-11 >999 240 Vert(TL) -0.85 10-11 >418 180 Horz(TL) 0.06 8 n/a n/a PLATES GRIP MT20 220/195 M18SHS 220/195 Weight: 211 Ib FT = 20% LUMBER- BRACING - MiTek TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-9-7 oc purlins, except BOT CHORD 2x4 DF No. 1&Btr G 'Except' 4) Provide adequate drainage to prevent water ponding. end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-6. B1: 2x6 DF No.2 G, 63: 2x6 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 DF No. 1&Btr G WEBS 1 Row at midpt 5-9 fit between the bottom chord and any other members. JOINTS 1 Brace at Jt(s): 14 QIR- rn LU C 60384 9) Refer to girder(s) for truss to truss connections. MiTek recommends that Stabilizers and required cross bracing 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 252 Ib uplift at joint 13 and 304 Ib uplift at be installed during truss erection, in accordance with Stabilizer XP. 1 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Installation guide. REACTIONS. (Ib/size) 13=1334/Mechanical, 8=1281/Mechanical VI� Max Harz 13=-232(LC 6) Max Uplift l3=-252(LC 8), 8=-304(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1387/288, 2-15=-413/0, 3-15=-316/0, 4-16=-338/0, 4-5=-1416/305, 5-17=-573/196, 6-17=-569/197, 6-7=-633/204, 1-13=-1372/246, 7-8=-1246/309 BOT CHORD 11-12=-134/1159, 10-11=-347/1921, 9-10=-339/1889 WEBS 4-11=-157/310, 5-11=-1004/317, 5-10=-101/439, 5-9=-1573/307, 2-14=-909/424, 4-14=-9091424,1-12=-148/1299, 7-9=-245/1113 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=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right MiTek exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) 200.01b AC unit load placed on the top chord, 11-0-0 from left end, supported at two points, 2-6-0 apart. 250 Klug Circle 4) Provide adequate drainage to prevent water ponding. Corona, CA 92880 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' by 2-0-0 PROFESS/O,y y� Bq F 7) This truss has been designed for a jive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall wide will Q p �TF�2C�y fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. QIR- rn LU C 60384 9) Refer to girder(s) for truss to truss connections. of A 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 252 Ib uplift at joint 13 and 304 Ib uplift at joint 8. XP. 1 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. VI� TFOF CAUFOS February 16,2016 AWARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 rev. 10/03/2015 BEFORE USE. Design valid for use onty with MiTea connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall ' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ' MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Oty Ply Casper Residence Plate Grip DOL 1.15 TC 0.61 TCDL 11.0 K1734807 50547COSPER A13 ROOF SPECIAL 1 1 YES WB 0.80 BCDL 10.0 Code IBC2012/TPI2007 Job Reference o liana/ 4 ASSiS I ANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 11:00:27 2016 Page 1 ID: HixTl6Ky6ZDxkOcZy3918VyQ VuJ-HynZak R5wrD!ZVzwEhyjBwMl Fel K2mOU WgikUDzkZr2 r 5-7-0 I 5. 10 } -10 20-085 24-10-8+ I 36-10.8 8-0087 l +7.0 8 3.11-8 5070 6-3-6 132 1 5x8 = 6.00 12 3x6 .5x8 = 4x6 = 5x8 // Scale = 1:72.1 46 1 5x8 7 IQa N 1 8 17 16 15 14 13 8x8 1 Nll 2 5 = 3x6 = 3x6 = 3x10 = 3x6 = 8 19 9Iqo .Q 19 sv NOTE: LEGDOWN NOT CHECKED FOR ANY LATERAL LOADS. 12 11 2.5x5 // 3x6 = THE DESIGN SHALL BE REVIEWED AND APPROVED BY 2.54 II 5x8 PROJECT ENGINEER OR QUALIFIED BUILDING DESIGNER FOR LATERAL LOAD AND LATERAL STABILITY. END VERTICAL NOT EXPOSED TO WIND LOADING, INTERIOR CONDITION. r 55-.7-0 5--7 i 177-0108 2010-815 24-1110-88 9.-1812 36-10-8 3-7-0 30 .4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.61 TCDL 11.0 Lumber DOL 1.25 BC 0.34 BCLL 0.0 ' Rep Stress Incr YES WB 0.80 BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) LUMBER - TOP CHORD 2x4 DF No.t&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF No.1 &Btr G DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.07 14 >999 240 MT20 220/195 Vert(TL) -0.28 14-15 >999 180 Horz(TL) 0.36 10 n/a n/a BRACING- TOPCHORD BOT CHORD REACTIONS. (Ib/size) 8=2/0-5-8, 10=2032/0-3-8, 19=1101/0-3-15 Max Horz 19=-269(LC 6) Max Uplift 8=-107(LC 6), 10=-90(LC 8), 19=-81 (LC 8) Max Grav8=52(LC 18), 10=2032(LC 1), 19=1101(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1205/88, 2-3=-1159/151, 3-4=-1198/138, 4-5=-1862/172, 5-6=-1457/142, 6-7=-434/126.7-8=0/923,18-19=-1101/81, 1-18=-1046/102 BOT CHORD 17-18=-274/423,16-17=0/1085. 15-16=0/1085, 14-15=0/1808.13-14=0/1464, 5-13=-623/75, 10-11=-1316/111, 8-10=-746/63 WEBS 2-17=-286/107, 3-15=-8/610, 4-15=-940/123, 4-14=-433/108, 5-14=-50/601, 11-13=0/362, 6-13=-6/1463, 6-11=-1074/36, 7-11=-41/1897, 7-10=-1970/165, 1-17=-82/1041 Weight: 213 Ib FT = 20% Structural wood sheathing directly applied or 4-8-4 oc purlins, except end verticals, and 2-0-0 oc purlins (4-9-3 max.): 4-6. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 5-8-13 oc bracing: 10-11 6-0-0 oc bracing: 8-10. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 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=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=37ft; eave=5ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Bearing at joint(s) 19 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 Ib uplift at joint 8, 90 Ib uplift at joint 10 and 81 Ib uplift at joint 19. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Y WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/07/2015 BEFORE USE. Design valid for use only with Mlea conneclors. This design is based only upon parameters shown, and is for on individual building component. not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSI(TPII Quality Criteria, DSS -89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. O9ROFESS/pN9 aP C 60384 rn 0 OFCA1.1� February 16,2016 MiTek" 250 Klug Circle Corona. CA 92880 Job Truss Truss Type Qty Ply Casper Residence K1734808 50547COSPER Al 3A Roof Special 1 1 Job Referenceo (optional) ucQi r nooro r n. s . FARADwc, GA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 11:00:28 2016 Page 1 ID:HixTt6Ky6ZDxkOcZy3g18VyQVuJ-18Lxn4Sjh9LZAfY7nOTyg8vTU 20xnCxdlURHOfzkZrl 5.7-0 10-10.8 15-10-8 20-10-15 22-10.8 29-7-2 36-10-8 138-10-8 5-7-0 5-3-7 5-0-0 5_0_8 1.11-g 6 8-10 7-3-6 2-0.0 2.5x5 4 18 5x8 = 6.00 [12 Scale = 1:73.1 2.5x5 11 5x8 = 2.5x5 II 8-M 15.10.8 20.10.15 22.10.8 29-8-12 36-10-8 8-0.0 7-10.8 5-0-8 1-11-8 6-10-4 7-1-12 NOTE: LEGDOWN NOT CHECKED FOR ANY LATERAL LOADS. THE DESIGN SHALL BE REVIEWED AND APPROVED BY PROJECT ENGINEER OR QUALIFIED BUILDING DESIGNER FOR LATERAL LOAD AND LATERAL STABILITY. END VERTICAL NOT EXPOSED TO WIND LOADING, INTERIOR CONDITION. Plate Offsets (X,Y)- f4:0-2-15.0.2-81 [13:0-5-12 0-4-121 [15:0-2-0 0-3-81 117:0-4-7 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.58 Vert(LL) -0.13 14-16 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.38 Vert(TL) -0.33 14-16 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.88 Horz(TL) -0.29 10 n/a n/a BCDL 10.0 Code IBC2012ITP12007 (Matrix -M) Weight: 215 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-8-7 oc purlins, except BOT CHORD 2x4 DF No.t&Btr G end verticals, and 2-0-0 oc purlins (5-1-12 max.): 4-6. WEBS 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 10-11.8-10. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 8=47/0-5-8, 10=1985/0-3-8, 18=1103/0-3-15 Max Horz 18=238(LC 7) Max Uplift8=-65(LC 8), 10=-593(LC 8), 18=-349(LC 8) Max Grav 8=93(LC 18), 10=1985(LC 1), 18=1103(LC 1) FORCES. - (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2681280.2-3=-1 2121466. 3-4=-1739/652,4-5=-1 579/561, 5-6=-1167/426, 6-7=-706/293, 7-8=-2117/908,17-18=71103/349 BOT CHORD 16-17=-219/1005, 15-16=-163/952,15-22=-163/952,22-23=-163/952,14-23=-163/952, 13-14=-253/1191, 5-13=-558/166, 10-11=-720/277, 8-10=-720/277 WEBS 3-16=-114/267, 3-14=-372/959, 4-14=-1089/386, 5-14=-172/549, 11-13=-108/794, 6-13=-305/1378, 6-11=-1226/229, 7-11=-378/1469, 7-10=-1825/529, 2-17=-1275/373 NOTES- �OpROFESS/pN�` 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=37ft; eave=5ft; Cat. 11; r�F�\ �TF 2C� Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right O y exposed; Lumber DOL=1.60 plate grip DOL=1.60 C 60384 rn 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * P. 06130116 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Bearing at joint(s) 18 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity FOF CALIF of bea 'n surface. Continue�'OR page 2 February 16,2016 ® WARNING - Verity design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only wilh MiTek@ connectors. This design is based only upon parameters shown, and Is for an individual building component, not �' a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addilional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-B9 and BCSI Building Component Circle Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. 250 Klug Ci Corona, CA92880 Jab Truss Truss Type Qty Ply Casper Residence building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent brocing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and brocing of trusses and truss systems, see ANSI/TPI) Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle 50547COSPER A13A Roof Special 1 1 �Kl34808 Job Reference (optional) DESIGN ASSISTANCE. PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 11:00:28 2016 Page 2, NOTES - I D:HixTl6Ky6ZDxkOcZy3918VyQ VuJ•18Lxn4Sjh9LZAfY7nOTyg8vTU20xnCxdlURHOfzkZr1 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 65 Ib uplift at joint 8, 593 Ib uplift at joint 10 and 349 Ib uplift at joint 18. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10)' Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or -bottom chord. ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10/03/2015 BEFORE USE. ■ Design varid for use only with Mlea connectors. This design is based only upon parameters shown. and is for on individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent brocing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and brocing of trusses and truss systems, see ANSI/TPI) Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Corona, CA 92880 Job Truss Type Qty Ply Casper Residence ]Truss 50547COSPER A13B CALIFORNIA 1 1 �4809 DFSIRN ASSISTANCF cAGAnicc re Job Reference (optional) /.b4u s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 11:00:29 2016 Page 1 ID:HixTl6Ky6ZDxkOcZy3918VyQVuJ-ELvK?QTLSSTPop7JL6 BDLSZISklvAVn 8BrZ6zkZrO t -t-4 _ 6.5.13 3-0-0 7.0.0 7.8-10 8-3-6 2 0.0 0.4.3 Scale = 1:76.0 5x8 = 6.00 12 6x8 = 2.5x5 II 2 5x8 = 3 5x8 = 6x8 = = 17 16 15 23 1411 5x8 = 3x10 = 3x6 = 19 NOTE: LEGDOWN NOT CHECKED FOR ANY LATERAL LOADS. 13 THE DESIGN SHALL BE REVIEWED AND APPROVED BY PROJECT ENGINEER OR QUALIFIED BUILDING DESIGNER 2.5x5 II FOR LATERAL LOAD AND LATERAL STABILITY. END VERTICAL NOT EXPOSED TO WIND LOADING, INTERIOR CONDITION. 3x6 = 6x8 8 2.5x5 \\ 3x6 = 10.10-8 1 13.10-8 I 20-10-15 I 25.3.14 29 -8-12 1 36 10.8 4-0-11 6-5.13 3-0-0 7-0-8 4.414 4-414 71 1 Plate Offsets (X Y)-- f2.0-4-0 0-1-111 f4 0-5-12 0-2-01 f6 0-5-12 0-4-01 (7:0-2-4 0-3-41 f8 0-4-0 0 3 81 f9:0 0 0 0 0 Ol (14 0 5 12 0 1 81 (17 0-4-0-0-3-01,[18:04-7.0-2-81 LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.90 Vert(LL) -0.08 14-15 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.33 Vert(TL) -0.30 14-15 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.48 Horz(TL) 0.44 11 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 227 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-2-5 oc purlins, except BOT CHORD 2x4 DF No. t&Btr G end verticals, and 2-0-0 oc purlins (4-8-9 max.): 2-4, 6-7. WEBS 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) 9=133/0-5-8, 11=1870/0-3-8.19=1178/0-3-15 Installation Max Horz 19=-306(LC 6) Max Uplift9=-109(LC 25), 11=-69(LC 8), 19=-118(LC 8) Max Gram 9=173(LC 18), 11=1870(LC 1), 19=1178(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-280/132,2-4=-1030/85.4-5=-1219/147, 5-6=-1200/163,6-7=-1427/165, .� 7-8=-1265/137,8-9=0!793,18-19=-1178/118,1-18=-278/122 BOT CHORD 17-18=-125/366, 16-17=0/1127, 15-16=0/1404, 15-23=0/1039, 14-23=0/1040, 9-11=-606/68 WEBS 2-17=-77/1314, 4-17=-912/155, 5-16=-43/747, 6-16=-791/89, 7-15=-17/492, 8-14=0/1132, 8-11=-1787/138, 2-18=-1110/230 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=37ft; eave=5ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will RpFESS/p fit between the bottom chord and any other members, with BCDL = 10.Opsf. , /y 6) A plate rating reduction of 20% has been applied for the green lumber members. ��� ID M - eq 9�F 7) Bearing at joint(s) 19 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 109 Ib uplift at joint 9, 69 Ib uplift at joint 11 w C 60384 m and 118 Ib uplift at joint 19. M 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. EXP. 06130/16 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 96 Ib down and 98 Ib up at 0-9-11 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOgD CASES) Standard OFCAUF Continued on Page 2 February 16,2016 ® WARNING - Verity design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mli-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only wilh mlekO connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPII quality Criteria, DS8.89 and BCSI Building Component 250 Ktug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Casper Residence K1734809 50547COSPER A13B CALIFORNIA 1 1 Job Reference (optional) r,oau s bep zu zui o MI I eK Inouslnes, Inc. I ue Feb 16 11:00:29 2016 Page 2 ID:HixTl6Ky6ZDxkOcZy3918VyQVuJ-ELvK?QTLSSTPop7JL6 BDLSZISk1VVIVn 8BrZ6zkZrO LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-62, 2-3=-22, 2-4=-62, 4-5=-62, 5-6=-62, 6-7=-62, 7-10=-62, 14-18=-20, 13-20=-20 Concentrated Loads (Ib) Vert: 2=-39 ® WARNING - Verily doslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7471 rev. 10/01/2015 BEFORE USE. Design valid for use only with MITek9 connectors. This design is based only upon parameters shown, and is for on individual building component. not a truss system. Before use, the building designer must verify the appllcobiGty of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord'members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB•89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. MiTek' 250 Ktug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply,Cosper Residence 50547COSPER A13C Roof Special 1 K1734810 DESIGN ASSISTANCE PARAnISF r:A Job Reference o tional ---•----------•-- r.v+va 40, ry 2015 MiTek industries, Inc. Iue Feb 1616:10:002016 Page ID:HixTt6Ky6ZOxkOcZy3918VyQVuJ-C8gO20e?CX2Ly5MvZR8Y3vKmkNp00suL131ulzkUQW 3-0-8 10-10-8 t 1.10.8 18-10-8 20-10.15 25 3 11 29 11 15 3-0.8 I 7.10.0 1-0-0 7-0-0 2-0.8 4-0•it 4.8.4 4x6 11 Scale: 3/16"=1' . 6.00 12 3 06 - 5x8 4 50 MI 3x6 6 21 22 4x6 5x8 = 3x6 = 7 1 4x6 = 2 6x12 8 q a. q 4 rn 7-15 12 2 m 23 16 14 136x8 = rt 4x6 = 5xB = 5x8 = 3x6 = �p 20 -t4 18 NOTE: LEGDOWN NOT CHECKED FOR ANY LATERAL LOADS. THE DESIGN SHALL BE REVIEWED AND APPROVED BY 1 t 10 9 PROJECT ENGINEER OR QUALIFIED BUILDING DESIGNER 1.5x4 11 4x8 - 1.5x4 11 FOR LATERAL LOAD AND LATERAL STABILITY. END VERTICAL NOT EXPOSED TO WIND LOADING, INTERIOR CONDITION. 87-5-8i 11-10-8 18.10.8 20.10-15 25-3-11 29-11-15 3-0-8 4.5-0 7-0-0 2-0-8 4-0-11 4 8-4 Plate Offsets (X,Y)-- [2:0-6-0,0-4-01.(4:0-3-15.0-2-0),(8:0-2-3 0-3-21 (12:0-6-4.0-4-01, [15:0-4-0.0-3-01 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.71 Vert(LL) 0.11 13-14 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.35 Vert(TL) -0.27 13-14 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.64 Horz(TL) 0.24 20 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 224 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.t&Btr G TOP CHORD Structural wood sheathing directly applied or 3-5-6 oc purlins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals, and 2-0-0 oc purlins (4-10-1 max.): 1-2, 4-5. WEBS 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x6 DF No.2 G WEBS 1 Row at midpt 3-15,5-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) 18=1215/0-3-15 (min. 0-1-8),20=1182/0-4-15 (min. 0-1-8) Max Horz 18=193(LC 7) Max Uplift l8=-375(LC 8), 20=-375(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 17-18=-1215/375, 1-17=-1182/387,1-2=-1083/421, 2-3=-1368/503,3-4=-1443/571, 4-21=-1316/516, 21-22=-1316/516, 5-22=-1316/516, 5-6=-1366/523, 6-7=-1528/531, 7-8=-963/323 BOT CHORD 15-16=-384/927,14-15=-319/1136. 14-23=-355/1265,13-23=-355/1265,12-13=-373/1307 WEBS 1-16=-521/1590, 2-16=-1114/329, 2-15=-91/278, 3-14=-369/1082, 4-14=-941/333, 10-12=-265/889, 7-12=-157/644, 7-10=-948/275, 8-10=-278/913 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=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. OpROFESS/ 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Bearing at joint(s) 18, 20 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify `k, J\ �� 1 capacity of bearing surface. ` 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 375 Ib uplift at joint 18 and 375 Ib uplift at m joint 20. W C 60 384. m 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. EXP. 06130110 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. February 16,2016 ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with ANTeM connectors. This design is based only upon parameters shown, and is for an individual building component, not �. a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the robrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qly PlyCasper Residence LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood she directly applied or 5-5-0 oc purlins, except BOT CHORD 2x4 DF No. 1&Btr G K1734811 50547COSPER A13D ROOF SPECIAL 1 1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 9=1201/Mechanical, 18=1201/0-3-15 Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 11:00:31 2016 Page 1 ID:HixTt6Ky6ZDxkOcZy3918VyQVuJ-Aj14Q6Vb 4j717HiTXOfImX vFQY_f13RSgyd_zkZr_ 11 6-5-8 11-10-8 l 16-10.8 20201 25.1.7 + 29-7-7 1-0-8 5-5-0 5-5-0 5-0-0 4-0-84.2-7 4— .6•p 4x6 i 6x8 = 11 10 9 1.5x4 II 4x8 = 1.5x4 II 1-0-81 6.5-8 11-10.8 16.1041 I 20.10-15 i 25 .1.7 I 29.7.7 1 �1-0-8 5-5-0 5-5-0 5-0.0 4-0-8 4.2.7 4$•0 Scale: 3/16"=1' IN LOADING (psf) TCLL 20.0 TCDL 11.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.25 Rep Stress Incr YES Code IBC2012ITP12007 CSI. TC 0.57 BC 0.26 WB 0.46 (Matrix -M) DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) Well L/d -0.05 13-14 >999 240 -0.16 13-14 >999 180 0.27 9 n/a n/a PLATES GRIP MT20 220/195 M18SHS 220/195 Weight: 210 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood she directly applied or 5-5-0 oc purlins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals, and 2-0-0 oc purlins (5-10-8 max.): 1-2, 4-5. WEBS 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 9=1201/Mechanical, 18=1201/0-3-15 Max Horz 18=-245(LC 6) NOTE: LEGDOWN NOT CHECKED FOR ANY LATERAL LOADS. Max Uplift9=-74(LC 8), 18=-73(LC 8) THE DESIGN SHALL BE REVIEWED AND APPROVED BY PROJECT ENGINEER OR QUALIFIED BUILDING DESIGNER FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. FOR LATERAL LOAD AND LATERAL STABILITY. END VERTICAL TOP CHORD 17-18=-1201/73,1-17=-1266178, 1-2=-691/115,2-3=-1373/120,3-4=-1289/163. NOT EXPOSED TO WIND LOADING, INTERIOR CONDITION. 4-19=-1082/166,19-20=-1083/166. 5-20=-1087/165, 5-6=-1293/170,6-7=-1478/150, 7-8=-921/118, 8-9=-1161/98 BOTCHORD 16-17=-311/300, 15-16=-256/594, 14-15=-57/1218, 14-21=0/1127, 13-21=0/1127, 12-13=0/1274 WEBS 1-16=-84/1314, 2-16=-1162/166, 2-15=-63/910,4-14=-18/314, 5-13=0/338, 6-13=-278/69, 10-12=0/864, 7-12=0/664, 7-10=-978/62, 8-10=-26/1003 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.Opsf; h=25ft; B=45ft; L=30ft; eave=oft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Bearing at joint(s) 18 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 74 Ib uplift at joint 9 and 73 Ib uplift at joint 18. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 ® WARNING - Verlry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7477 rev. 1010312015 BEFORE USE. Design valid for use only with mlea connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and 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 stabilily and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. o9(i0F ESS/0,119 LU oP C 60384 rn P. 06/30/16 * , OF February 16,2016 MiTek" 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Casper Residence i 50547COSPER A13D ROOF SPECIAL 1 1 K1734811 Job Reference (optional) DESIGN ASSISTANCE PARADISE CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 11:00:31 2016 Page 2 NOTES- ID:HixTt6Ky6ZDxkOcZy3918VYQVuJ-Ajl4Q6Vb 4j717HiTXOflmX vFQY_fl3RSgyd zkZr_ 13) Hanger(s) or other connection device(s) shall be provided sufficient to supportconcentrated load(s) 66 Ib down and 47 Ib up at 11-10-2 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-62, 24=-62, 4-5=-62, 5-8=-62, 12-17=-20, 9-11=-20 Concentrated Loads (lb) Vert: 19=2 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473re, 10107/2015 BEFORE USE. ■■ Design vofid for use only with Mlek@ connectors. This design is based only upon parameters shown, and is for an individual building component. not o truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members any. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems. see ANSI/TPII quality Criteria. DSB•89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Casper Residence 50547COSPER A13E HIP1 K1734812 1 DESIGN ASSISTANCE. PARADISE. CA Job Reference (optional) 4xf novo s aep c9 eu1 o mi t eK Industries, Inc. Tue Feb 16 11:00:31 2016 Pagel ID:HixTt6Ky6ZDxkOcZy3918VyQVuJ-Ajl4Q6Vb_4j717HiTXOflmXzeFQF fw3RSgyd zkZr_ 5 0-,1- 6-6-5 6-2-12 3-3-0 4-11-0 4-2-7 4b•0 5x8 \\ 06 Scale = 1:65.7 lu 9 8 1.5x4 II 5x8 = 2.5x5 II 6.6-5 12-9-0 16.0.0 20-10-15 25-1-7 29.7-7 6-6•5 6- - -3-0 4-11-0 4.2-7 -9•0 Plate Offsets (X,Y)-- [4-0-0-0.0-0-01, 15:0-0-0 0-0-01 16:0-0-0 0-0-01 [7:0-0-0.0-0-01, 18'0-0-0.0-0-01. f11�0 6 0 04-41. [1470-4-0-0.3-01 LOADING (psi) SPACING- 2-0-0 CSL DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.59 Vert(LL) -0.04 12 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.14 13-14 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.48 Horz(TL) 0.32 8 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 206 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-2-7 oc purlins, except BOT CHORD 2x4 DF No.t&Btr G end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. WEBS 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) 8=1252/Mechanical, 16=1254/0-3-15 Installationuide Max Harz 16=-251(LC 6) Max Uplift8=-106(LC 8), 16=-108(LC 8) NOTE: LEGDOWN.NOT CHECKED FOR ANY LATERAL LOADS. THE DESIGN SHALL BE REVIEWED AND APPROVED BY FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. PROJECT ENGINEER OR QUALIFIED BUILDING DESIGNER TOP CHORD 1-2=-1452/164, 2-3=-1359/225,3-17=-1 149/226, 4-17=-1143/225, 4-5=-1349/230, FOR LATERAL LOAD AND LATERAL STABILITY. END VERTICAL 5-6=-1564/202,6-7=-963/144, 15-16=-1254/108, 1-15=-11941139.7-8=-1211/130' NOT EXPOSED TO WIND LOADING, INTERIOR CONDITION. BOT CHORD 14-15=-392/401, 13-14=-99/1243, 12-13=-52/1143, 11-12=-23/1358 WEBS 2-14=-278/115,3-13=-15/260,4-12=-22/327, 5-12=-364/91, 9-11=-9/908, 6-11=-17/723, 6-9=-1030/93,1-14=-81/1234,7-9=-55/1050 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=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. opRpFESS/Oyv9 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. �� M B 8) Bearing at joint(s) 16 considers parallel to grain value using ANS1frPI 1 angle to grain formula. Building designer should verity capacity h�' JAT �2C of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106 Ib uplift at joint 8 and 108 Ib uplift at w OP C 60384 R� m joint 16. o r, 1.0) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. EXP. 06130116 11) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 71 Ib down and 82 Ib up at 12-5-9, C and 79 Ib down and 73 Ib up at 15-9-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9 �Q 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). rLQ9�l�kg�(§���andard February 16,2016 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev- 10/03/2015 BEFORE USE. Design valid for use only with h4Tek0 connectors. This design is based only upon parameters shown, and is for on individual building component, not �- a truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k - is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Type Qty Ply Casper Residence 50547COSPER T11U3 HIP K1734812 1 1 DESIGN ASSISTANCE PARADISE CA - Job Reference top lional) 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 11:00:32 2016 Page 2 . ID:HixTl6Ky6ZDxkOcZy3918VyQVuJ-ewb$dSVDkNr fHsuOEYur_480fmT)6ADg6PV8OzkZgz LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-62, 3-4=-62, 4-7=-62, 11-15=-20, 8-10=-20 Concentrated Loads (lb) Vert: 3=-38 17=-63(B) ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473re, 1 010 312 01 5 BEFORE USE. Design valid for use only with Mr ek® connectors. This design is based only upon parameters shown, and is for an individual building cmponent, not �• o truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this designointo the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members any. Additional temporary and permanent bracing MiTek* ek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-84 and BCSI BuildingCom Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Component P 250 Klug Circle Coram, CA 92880 Job Truss Truss Type Qty Ply Casper Residence 50547COSPER A14 HIP 1 1 K1734813 DFSIC;N ASSISTANCE PAR Af11CC r•e Job Reference (optional) 44 r -v s aep za zu i o rani eK mausines, Inc. I ue Feb 16 11:00:32 2016 Pagel ID:HixTl6Ky6ZDxkOcZy3918VyQVuJ-ewbSdSVDkNr-fHsuOEYur 4930sj6zDg6PV8QzkZgz 1 -0-0 0-10• - 5-6-5 5-2-12 7.3-0 2-11-0 4.2.7 4-6-0 5x8 \\ 5x8 = Scale= 1:61.2 su 9 8 1.5x4 II 5x8 = 3x6 II 5-0-5 0-9-0 18-0.0 20-10-15 25-1-7 9.7- ' SE•5 __ 5-2-12 7J-0 2-11-0 4-2-7 4-6 0 _Plate Offsets (X Y)-- f3:0-3-0 0-2-81 [5:0-0-0,0-0-01. f6:0-0-0.0-0-01, [7:0-0-0.0-0-01, 1870-0-0.0-0-01, 111:0-6-4.0-441, fl4 0 4 0 0 3 Ol LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.54 Vert(LL) -0.08 12-13 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.38 Vert(TL) -0.30 12-13 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.50 Horz(TL) 0.30 8 n/a n/a BCDL 10.0 Code IBC2012rrPI2007 (Matrix -M) Weight: 207 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.l&Btr G 'Except' TOP CHORD Structural wood sheathing directly applied or 5-2-13 oc purlins, except T2: 2x6 DF No.2 G end verticals, and 2-0-0 oc purlins (5-7-10 max.): 3-4. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No. 1&Btr G WEBS 1 Row at midpt 3-12 Lbe Tek recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer tallation Vide. REACTIONS. (Ib/size) 8=1278/Mechanical, 16=1264/0-3-15 ECKE1D-F6R ANY-GVMRA-LT(0) S. Max Harz 16=-232(LC 6) THE DESIGN SHALL BE REVIEWED AND APPROVED BY Max Uplift 8=-120(LC 8), 16=-116(LC 8) PROJECT ENGINEER OR QUALIFIED BUILDING DESIGNER FOR LATERAL LOAD AND LATERAL STABILITY. END VERTICAL FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOT EXPOSED TO WIND LOADING, INTERIOR CONDITION. TOP CHORD l-2=-l384/l63,2-3=-l438/221, 3-17=-1299/233, 17-18=-1298/233,18-19=-1293/233, 19 -20= -1290/233,20 -21=-1288/233,4-21=-1285/233,4-5=-1456/242,5-6=-1599/227, 6-7=-985/156,15-16=-1264/116, 1-15=-1209/143,7-8=-1237/144 BOT CHORD 14-15=-358/355,13-14=-138/1261, 13-22=-101/1283, 12-22=-101/1283, 11-12=-77/1372 WEBS 2-14=-410/103,3-13=-17/273,4-12=-25/310,9-11=-46/922. 6-11=-51/727, 6-9=-1056/113, 1-14=-92/1219,7-9=-71/1079 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE.7-10; Vult=lIOmph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. ll; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will pFESS/ fit between the bottom chord and any other members, with BCDL = 10.0psf. QR Oyy 6) A plate rating reduction of 20% has been applied for the green lumber members. �Q�P��� M• BA -���2� 7) Refer to girder(s) for truss to truss connections. f 8) Bearing atjoirl 16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity O �Z of bearing surface. ul C 60384 A 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 120 Ib uplift at joint 8 and 116 Ib uplift at joint 16. P. 06130116 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 139 Ib down and 127 Ib up at 10-8-9, and 79 Ib down and 73 Ib up at 15-9-12, and 85 Ib down and 73 Ib up at 17-9-12 on top chord. The design/selection of such FOF CAL)FO Contl�n nenScliopn dgevie(s) is the responsibility of others. February 16,2016 oll ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. ■ Design valid for use only with Mlea 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 info the overall 7ek' building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing oWOW is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabricatin, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Corona, CA 92880 Job A ' s Truss Type Qty Ply Casper Residence 50547COSPER [Al4 HIP 1 - 1 K1734813 DESIGN ASSISTANCE PARADISE CA Job Reference o lional 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 11:00:33 2016 Page 2 NOTES - ID: HixTt6Ky6ZDxkOcZy3918VyQ VuJ-669groWsVhzrHQ R4ax37 N BcKp355SZDMvm92htzkZgy 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (00 Vert: 1-3=-62, 3-4=-62, 4-7=-62, 11-15=-20, 8-10=-20 Concentrated Loads (Ib) Vert: 17=-11 19=-63(8)21=-63(B) A ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and bracing permanent 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 M iTe k' ANSI/TPI1 Quality Criteria, DSB•89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Casper Residence 50547COSPER A15 HIP 1 1 • K1734814 r1FCIfaJ ACSICTa KIf`C oeo enlCa rn Vert(LL) -0.06 12-13 >999 240 MT20 220/195 Job Reference (Optional) r.b4U s bep Z9 Z015 MiTek Industries, Inc. Tue Feb 16 11:00:33 2016 Page 1 ID:HixTl6Ky6ZDxkOcZy391BVyQVuJ-669groWsVhzrHQR4ax37NBcLJ35mSY Mvm92htzkZgy 20-10-15 7n.0.0 25.1.7 4-6-5 4-2-12 5-7-8 I 5-7.8 0- - 4.2.7 06 3x6 = 6x8 =1.5x4 Scale = 1:56.6 17 11 10 9 1.5x4 II 5x8 = 3x6 II 4Fi-5 8-9A 14-4.8 20-10-15 25-1-7 29-7-7 4.2-12 5-7.8 6-6-8 4-2-7 4-" Plate Offsets (X Y)-- [6:0.0-0.0-0-01, (7:0-0-0.0-0-01,.[8.,0-0-0,0-0-01. f9:0-0-0.0-0-01, N 0-2-4 0-2-121 f15 0-4-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.51 Vert(LL) -0.06 12-13 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.34 Vert(TL) -0.23 12-13 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.51 Horz(TL) 0.29 9 n/a n/a BCDL- 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 202 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-1-12 oc purlins, except BOT CHORD 2x4 OF No. 1&Btr G end verticals, and 2-0-0 oc purlins (4-7-1 max.): 3-5. WEBS 2x4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 10-11. WEBS 1 Row at midpt 4-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. /Mechanical, 17=1306/0-3-15 Installation guide. Maxize) 17=-21 MaHorz 17=-217(LC 6) NOTE: LEGDOWN NOT CHECKED FOR ANY LATERAL LOADS. Max Uplift9=-157(LC 8), 17=-139(LC 8) THE DESIGN SHALL BE REVIEWED AND APPROVED BY PROJECT ENGINEER OR QUALIFIED BUILDING DESIGNER FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. FOR LATERAL LOAD AND LATERAL STABILITY. END VERTICAL TOP CHORD 1-2=-1328/173, 2-3=-1492/243, 3-18=-1282/233, 18-19=-1284/233, 4-19=-1287/232, NOT EXPOSED TO WIND LOADING, INTERIOR CONDITION. 4 -20=-1744/319,20-21=-1733/317,21-22=-1731/317.22-23=-1728/317. 5-23=-17201316, 5-6=-1560/289, 6-7=-1661/280, 7-8=-1043/186, 16-17=-1306/139, 1-16=-1260/159, 8-9=-1308/180 BOT CHORD 15-16=-331/311, 14-15=-186/1217, 14-24=-213/1730,13-24=-213/1730,13-25=-168/1427. 25-26=-168/1427, 12-26=-168/1427 WEBS 2-15=-499/130, 2-14=-115/281, 3-14=-34/425, 4-14=-699/137, 5-13=-68/523, 10-12=-79/981, 7-12=-100/762.7-10=-1089/143. 1-15=-119/1239,8-10=-105/1147, 5-12=-161/301 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=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate OpROFESS/pN9 grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will rn fit between the bottom chord and any other members, with BCDL = 10.Opsf. w C 60384 rn 6) A plate rating reduction of 20% has been applied for the green lumber members. (i' 7) Refer to girder(s) for truss to truss connections. 8) Bearing atjoint(s) 17 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacityP. 06130116 of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 157 Ib uplift at joint 9 and 139 Ib uplift at S �P joint 17. FD CALIF 10 "Se i -rt id pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Cc tinue? or�page 2 February 16,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and is for on individual building component, not � o truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent brocing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rPl1 Quality Criteria, DSB•89 and BCSI Building Component 250 Klug Cirde Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Casper Residence 50547COSPER A15HIP K1734814 1 � 1 Job Reference o lional DESIGN ASSISTANCE, PARADISE. CA ��r •,�� ruusuiea, uic. i ue reD 1a 11:UU:33 Z016 Page 2 ID:HixTt6Ky6ZDxkOcZy3918VyQVuJ-669groWsVhzrHQR4ax37NBcLJ35mSY Mvm92htzkZgy NOTES- _ 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 134 Ib down and 124 Ib up at 8-8-9, 157 Ib down and 144 Ib up at 15-9712, and 85 Ib down and 73 Ib up at 17-9-12, and 85 Ib down and 73 Ib up at 19-9-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase= 1.25, Plate Increase=1.15 ` Uniform Loads (plo Vert: 1-3=-62, 3-5=-62, 5-8=-62, 12-16=-20, 9-11=-20 Concentrated Loads (lb) Vert: 20=-123 22=-63(B) 23=-63(B) ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/0312015 BEFORE USE. F , ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/0312015 BEFORE USE. Design valid for use only with Mifek®conneclors. This design is based only upon parameters shown, and Is for on individual building component, not ®�+ ■■ o truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall C`•'lGIYEt! building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always requited for to M iTek' stability and prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI(TPII Quality Criteria, DSB•89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandra. VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Casper Residence 50547COSPER A16 HIP 1 1 K1734815 DESIGN ASSISTANCE PARADISE CA Corona, CA 92880 Job Reference o tional 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 11:00:342016 Page 1 6-9 I D:HixTl6Ky6ZDxkOcZy391 BVyQVuJ-al iD27XUG75ivaOH8fa MwP9UKTQaB 1 e W7QucDJzkZgx 1- 0-0 0 59 7 7 6-9.0 7.1-0 7-1-0 1.1-0 7.7-7 3x10 = 06 11 8x8 = Scale = 1:57.9 NOTE: LEGDOWN NOT CHECKED FOR ANY LATERAL LOADS. 9 8 7 THE DESIGN SHALL BE REVIEWED AND APPROVED BY 1.5x4 II 3x6 II PROJECT ENGINEER OR QUALIFIED BUILDING DESIGNER FOR LATERAL LOAD AND LATERAL STABILITY. END VERTICAL Bx8 NOT EXPOSED TO WIND LOADING, INTERIOR CONDITION. k 6-9-0 3-10-0 0-10.15 -0.0 29-7-7 6-9-0 7-1-0 7-1-0 1-1-0 7.7-7 Plate Offsets fX.Y)-- (5:0-4 4.0-1-121 [7:0-0-0.0-0-01, [12:0-3-0.0-3-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP ' TCLL 20.0 Plate Grip DOL 1.15 TC: 0.62 Vert(LL) -0.10 10-11 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.43 Vert(TL) -0.37 10-11 >960 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.42 Horz(TL) 0.34 7 n/a n/a 'BCDL 10.0 Code IBC2012rrP12007 (Matrix -M) Weight: 181 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4-5-11 oc purlins, except BOT CHORD 2x4 DF No.t&BV G end verticals, and 2-0-0 oc purlins (3-10-9 max.): 2-5. WEBS 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 9-10. WEBS 1 Row at midpt 3-12, 3-10, 5-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation REACTIONS. (Ib/size) 7=1444/Mechanical, 14=1319/0-3-15 Ade. Max Horz 14=-197(LC 6) Max Uplift7=-202(LC 8), 14=-143(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1519/199, 2-15=-1275/208, 15-16=-1279/208, 3-16=-1280/207, 3-17=-1862/379, 17 -18= -1862/379,18 -19=-1862/379,19-20=-1862/379,4-20=-1862/379,4-21=-1814/370, 5-21=-1814/370,5-6=-14021274,13-14=-1319/143. 1-13=-1265/171, 6-7=-1384/239 BOT CHORD 12-13=-298/302.11-12=-316/2177, 10-11=-316/2177,4-10=-666/369 WEBS 2-12=-24/378.3-12=-1143/251. 3-11=0/322.3-10=A45/13. 8-10=-251/2041, 5-10=-524/2549, 5-8=-2123/386, 1-12=-185/1290, 6-8=-157/1283 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=6.Opsf; BCDL=6.Opsf, h=25ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. RQFESSlO 5) ' This truss has been designed for a live load of 20.0 sf 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. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Bearing atjoint(s) 14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity C 60384 rn of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 202 Ib uplift at joint 7 and 143 Ib uplift at joint 14. * P. 06130116 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. FOF CAUL Continued on page 2 February 16 2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/0312015 BEFORE USE. Design valid for use only with mlekO connectors. This design is based only upon parameters shown. and is for on individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and incorporate Nit property 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 properly damage. For MiTek' general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 I Job Truss Truss Type Qty Ply Casper Residence , 50547CDSPER A16 HIP K1734815 1 1 Job Reference optional) DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MTTek Industries, Inc. Tue Feb 16 11:00:34 2016 Page 2 NOTES- ID:HixTt6Ky6ZDxkOcZy3918VyQ VuJ•aliD27XUG?5ivaOHBfaMwP9UKTQaB1 eW7QucDJzkZgx - 12) Hanger(s) or, other connection device(s) shall be provided sufficient to support concentrated load(s) 121 Ib down and 97 Ib up at 6-8-9, 157 Ib down and 144 Ib up at 15-9-12, 169 Ib down and 144 Ib up at 17-9-12, and 85 Ib down and 73 Ib up at 19-9.12, and 101 Ib down and 85 Ib up at 21-9-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-62, 2-5=-62, 5-6=-62, 10-13=-20, 7-9=-20 Concentrated Loads (lb) Vert: 15=45 17=-123 19=-123 20=-63(B) 21=-94(B) WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10107/2015 BEFORE USE. Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an individual building component. not 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 properly damage. For general guidance regarding The M iTek fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI PIl Safety Information available from Truss Plate Institute, 218 N. lee Slreel. Suite 312. Alexandra, VA Quality Criteria, DS8.89 and BCSI Building Component 250 Klug Circle Corona, CA 92880 Job - - - -- - - - — --• - - Truss Truss Type Qty Ply Casper Residence 50547COSPER A17 ROOF SPECIAL 1 1 K1734818 ncmnni eceierenire BC 0.37 Vert(TL) -0.24 10-11 >999 180 Job Reference (optional)' u 01 "'1"0" '1 sDap ca cv r a Ne I ex moustnes, Inc. I ue I-eb 16 11:00:35 2016 Pagel ID:HixTt6Ky6ZDxkOcZy3918VyQ VuJ-2UGbFTY61 IDZWkbTiM5bTciiwsnnwVhfM4e9llzkZgw -0 -8 19.2-14 9- 2-0-1 61-10 6-1-14 64b 6-6-3 64-6 0.10- 4-8.14 5x8 i 08 = 8x8 = 8x12 Scale = 1:70.4 2.5x5 11 w 1Z .11 - 10 9 3x6 2.5x5 fl 4x12 = 5x8 = 3x6 = 3x6 = 6x8 = = , 6.:0" 6- 11 12-10.8 9-2- 4 5-9.1 3 -7 33 - 378 14 0- •11 63 64-6 6$-3 6-0-6 0-10 4-8.14 Plate Offsets (X.Y)-- [4:0-3-15 0-2-81 [6'0-4-0 0-4-121 [7'0-4-4 0-3-81 18 0-0-0 0-0-01._[12:0-4-0.0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL' 1.15 TC 0.44 Vert(LL) -0.07 10-11 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.24 10-11 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.37 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 226 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF No.1&Btr G 'Except' TOP CHORD Structural wood sheathing directly applied or 5-9-9 oc purlins, except T2,T3: 2x6 OF No.2 G end verticals, and 2-0-0 oc purlins (5-2-10 max.): 4-7, 7-8. BOT CHORD 2x4 OF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF No.1&Btr G WEBS 1 Row at midpt 5-13, 6-10, 7-9 MiTek recommends that Stabilizers and required cross bracing . be installed during truss erection, in accordance with Stabilizer [installation guide REACTIONS. (Ib/size) 9=1610/Mechanical, 2=96/0-3-8, 14=2108/0-3-0 Max Horz 2=224(LC 24) Max Uplift9=-274(LC 5), 2=-160(LC 25), 14=-249(LC 8) Max Grav9=1610(LC 1), 2=168(LC 13), 14=2108(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-213/745, 3-4=-1224/216, 4-18=-1008/216, 5-18=-1021/217, 5-19=-2028/441, 19-20=-2028/441, 20-21=-2028/441, 6-21=-2028/441, 6-22=-1136/273, 22-23=-1135/273, 23-24=-1134/273,7-24=-1134/273 BOT CHORD 2-14=-618/103, 13-14=-342/77, 13-25=-307/1855, 12-25=-307/1855, 12-26=-307/1855, 11-26=-307/1855, 11-27=-406/2029, 10-27=-406/2029, 9-10=-245/1131 WEBS 3-14=-1989/321, 3-13=-174/1486, 5-13=-1171/190, 5-12=0/297, 5-11=-255/332, 6-11=-110/360, 6-10=-1189/228, 7-10=-78/912. 7-9=-1833/328 NOT okoFESS/N 1) Unbalanced roof live loads have been considered for this design. 9�F 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=38ft; eave=5ft; Cat. Il; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 wm 3) Provide adequate drainage to prevent water ponding. C 60384 � 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. XP. 30116 ir 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. rl� 7) Refer to girder(s) for truss to truss connections. TFOF CA0I Continued on page 2 February 16,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 10/03/2015 BEFORE USE. ■■■� Design valid for use only with h4Tek@ connectors. This design is based only upon parameters shown, and is for an individual building component. not �• a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckfing of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. tee Street, Suite 312. Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type qty Ply Casper Residence a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only. Additional temporary and permanent bracing NI iTek' K1734816 50547COSPER A17 ROOF SPECIAL 1 1 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Reference o tional r.ovu s aep cu zuio MI I ex Inauslnes, Inc. t ue Feb 1b 11:UU:35 2016 Pagel I D:HixTl6Ky6ZDxkOcZy3918VyQ VuJ-2U GbFTY611 DZWkbTiM5bTciiwsnnwVhfM4e911zkZgw NOTES - 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 274 Ib uplift at joint 9, 160 Ib uplift at joint 2 and 249 Ib uplift at joint 14. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 195 Ib down and 142 Ib up at 12-10-0, 140 Ib down and 119 Ib up at 23-11-4, 203 Ib down and 144 Ib up at 25-11-4, 203 Ib down and 144 Ib up at 27-11-4, and 134 Ib down and 85 Ib up at 29-11.4, and 165 Ib down and 97 Ib up at 31-11-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). . LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-62, 4-7=-62, 7-8=-62, 9-15=-20 Concentrated Loads (lb) Vert: 6=-123 18=-82 20=-60 22=-123 23=-94(B) 24=-125(B) WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/07/2075 BEFORE USE. ■ Design valid for use only with nNTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only. Additional temporary and permanent bracing NI iTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, OSB -89 and BCSI Building Component .250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Casper Residence TCLL 20.0 Plate Grip DOL 1.15 TC 0.77 Vert(LL) -0.09 12 >999 240 ' K1734817• 50547COSPER A18 ROOF SPECIAL 1 1 BCLL 0.0 ' Rep Stress Incr YES WB 0.57 Horz(TL) 0.07 10 n/a n/a Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 11:00:36 2016 Page 1 ID:HixTt6Ky6ZDxkOcZy3918VyOVuJ-WhgzTpYkocLQ8uAfF4cq?gEnSG6RvtpbkNiHCzkZgv 12.1.9 79.9.fl 2-0-0 606 a-6-10 -11- 63.1 6-4.13 1 6.4.13 ".10 1 0.7.9 Scale = 1:69.9 1.5x4 = 5x8 \\ 1.5x4 II - 3x6 = 5x8 = 5x8 = 4x6 II 3x6 = 2.5x5 11 4x8 = 5x8 = 300 = 1.5x4 II 6x8 = 12.1.9 8-0-0 0:11 - - 1 4-0-13 023-81-6-9 6-3-1 64.13 6-0-13 86-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.77 Vert(LL) -0.09 12 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.39 Vert(TL) -0.31 13-14 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.57 Horz(TL) 0.07 10 n/a n/a BCDL 10.0 Code IBC2012ITP12007 (Matrix -M) Weight: 202 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals, and 2-0-0 oc purlins (3-7-0 max.): 4-9. WEBS 2x4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 8-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS. (Ib/size) 10=1915/Mechanical, 2=-21/0-3-8, 15=2181/0-3-8 Max Horz 2=220(LC 5) Max Uplift 1 0=-564(LC 8), 2=-224(LC 18), 15=-309(LC 8) Max Grav 10=1915(LC 1), 2=140(LC 13), 15=2181(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-267/956, 3-4=-835/139, 4-20=-1993/391, 20-21=-1993/391, 6-21=-1993/391, 6 -22= -2298/519,22 -23=-2298/519,7-23=-2298/519,7-24=-2298/519,24-25=-2298/519, 25-26=-2298/519,26-27=-2298/519,8-27=-2298/519,9-10=-390/234 BOT CHORD 2-15=-786/148, 14-15=-786/148, 13-14=-136/733, 12-13=-333/2013, 11-12=-496/1859, 10-11=-496/1859 WEBS 3-15=-2064/355, 3-14=-248/1812, 4-13=-253/1551, 6-13=-717/232, 6-12=-362/422, 7-12=460/160, 8-12=-3/592, 8-11=0/278, 8-10=-2331/579,4-14=-914/221 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=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=38ft; eave=5ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. A) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 564 Ib uplift at joint 10.'224 Ib uplift at joint 2 and 309 Ib uplift at joint 15. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for on individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse wilh possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, OSB -89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. O,R0FESS/pv9 aP C 60384 m XPA. 30116 * , OF CAUF February 16,2016 MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Casper Residence K1734817 50547COSPER A18 ROOF SPECIAL 1 1 Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 11:00:36 2016 Page 2 NOTES- ID: HixTt6Ky6ZDxkOcZy3918VyQVuJ-WhgzTpYkocLQ8uAfF4cg7q EnSG6ffvtpbkNiHCikZgv 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 96 Ib down and 95 Ib up at 23-11-4, 130 Ib down and 119 Ib up at 25-11-4, 161 Ib down and 144 Ib up at 27-11-4, 161 Ib down and 144 to up at 29-11-4, 125 Ib down and 97 Ib up at 31-11-4, and 208 Ib down and 251 Ib up at 33-11-4, and 208 Ib down and 251 Ib up at 35-11-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-62, 4-5=-62, 4-20=-22, 9-20=-62, 10-17=-20 -Concentrated Loads (Ib) Vert: 25=-60 26=-123 27=-123 28=-125(8)29=-208 30=-208 1 t ®WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/07/2015 BEFORE USE. Design voild for use only wilh MTekO connectors. This design is based only upon parameters shown. and is for an individual building component, not o truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members any. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI(TPII Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qly Ply Casper Residence [15:0-3-9.0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. K1734818 50547COSPER A19 ROOF SPECIAL 1 1 12-13 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.39 Vert(TL) -0.38 Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 11:00:37 2016 Page 1 ID:HixTt6Ky6ZDxkOcZy3918VyQVuJ-?lOLg9ZMZwUHl2krpn73Y1 n?ngSrOlkygO7GgezkZqu -2-0-0 6-0-6 11-6-1 14.1- 0 9 19-10.10 25.9 31.8.5 37-8-15 6-0-6 5-5-10 2.7-9 5.9.1 5-1-1-83 5-10-13 6-0.10 5x8 11 Ssa = Scale = 1:69.9 3x6 = 5x8 = 5x8 = 5x8 = 3x10 = 1.5x4 II 6x8 = -0.0 6•1 14-1-9 19 -10.10 2 •9$ 31-8-5 37-8- 5 61-0 0-N11 7.10-14 5-9-1 5-10-13 5-10-13 6-0-10 Plate Offsets (X.Y)f5:0-2-15.0-2-81[8:0-6-0.0-3-81, f9:Edge.0-3-91[13:0-4-0.0-3-01. fl4:0-2-12.0-1-121. [15:0-3-9.0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.61 Vert(LL) -0.12 12-13 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.39 Vert(TL) -0.38 12-13 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.78 Horz(TL) 0.10 10 n/a n/a BCDL 10.0 Code IBC2012rrP12007 (Matrix -M) Weight: 198 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-3-8 oc purlins, except BOT CHORD 2x4 OF No.1&BIT G end verticals, and 2-0-0 oc purlins (3-6-14 max.): 5-9. WEBS 2x4 OF No.1 &BV G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-15,8-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 10=1877/Mechanical, 2=-195/0-3-8, 15=2347/0-3-8 Max Horz 2=194(LC 7) Max Uplift10=-554(LC 8), 2=-386(LC 18), 15=-308(LC 8) Max Grav 10=1877(LC 1), 2=112(LC 5), 15=2347(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-257/1277, 3-4=-190/1251, 4-5=-1609/261, 5-6=-1484/220, 6-19=-2621/554, 19 -20= -2621/554,20 -21=-2621/554,7-21=-26211554,7-22=-2621/554,22-23=-2621/554, 8-23=-2621/554, 9-10=-362/216 BOT CHORD 2-15=-1064/228, 15-26=-82/615, 26-27=-82/615, 14-27=-82/615, 13-14=-344/2400, 12-13=-344/2400,11-12=-555/2116,10-11=-555/2116 WEBS 3-15=-397/150,4-15=-2443/334, 4-14=-257/1922, 5-14=-994/185, 6-14=-1142/250, 6-12=402/487, 7-12=-393/137, 8-12=0/688, 8-11=0/251, 8-10=-2526/636 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=38ft; eave=5ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 554 Ib uplift at joint 10, 386 Ib uplift at joint 2 and 308 Ib uplift at joint 15. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 February 16,2016 AWARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. R Design valid for use only with MITea connectors. This design is based only upon parameters shown, and is for an individual building component, not [� a truss system. Before use, the building designer must 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 Mi%k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Corona, CA 92880 Job Truss Truss Type iQty Ply Casper Residence K1734818 50547COSPER A19 ROOF SPECIAL 1 i 1 - Job Reference o tional DESIGN ASSISTANCE, PARADISE. CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 11:00:37 2016 Page 2 I D:HixT16Ky6ZDxkOcZy3918VyQ VuJ-?tOLg9ZMZwUHl2krpn73Y1 n?ngSrOl kyg07GgezkZqu NOTES - 11) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 96 Ib down and 95 Ib up at 23-11-4, 100 Ib down and 95 Ib up at 25-11-4, 140 Ib down and 119 Ib up at 27-11-4, 203 Ib down and 144 Ib up at 29-11-4, 303 Ib down and 184 Ib up at 31-11-4, and 288 Ib down and 251 Ib up at 33-11-4, and 288 Ib down and 251 Ib up at 35-11-4 on top chord. The design/selection of such connection devices) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-62, 4-5=-62, 5-9=-62, 10-16=-20 Concentrated Loads (lb) Vert: 8=-223 22=-60 23=-123 24=-208 25=-208 i j ® WARNING -Verity, design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7477 rev. 10/03/2015 BEFORE USE. Design valid for use only with M1ek0 connectors. This design is based only upon parameters shown. and is for on individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling oI 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 properly 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 Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek" 250 Klug Circle Corona, CA 92880 Job Type SPECIAL GIRDER �1 Ply ] Casper Residence K1734819 I ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 11:00:40 2016 Page 1 I D:HixTt6Ky6ZDxkOcZy3918VyQVuJ-PS4 UJBbFsrsscVTQ UwhmAgPVEtMQbehO WM LwRzzkZgr - •0-06- - 1 - -6-1 6-1.9 1 -97 -0.0 6- -8 3 - -5 37-8-15 2-0.0 4.5-4 1-9-7 1.8-15 3.8-6 4-7-9 0- -14 6-2-9 3-9-8 5-0-13 55-10 Scale = 1:72.0 5x8 II 6.00 12 3Fi-13 6-2-11 11.6-1 16-1-9 5x18 MIBSHS = PLATES GRIP CSI. TCLL 20.0 Plate Grip DOL 1.15 Vert(TL) -1.3813-14 4x8 = 2.5x5 II 8x16 = 2.5x5 11 3x6 BC 0.85 BCLL 0.0 ' Rep Stress Incr NO Code IBC2012fTP12007 WB 0.83 (Matrix -M) 5 6 7 8 9 3 MiTek recommends that Stabilizers and required cross bracing TOP CHORD 2x4 DF No.1&BtrG'Except' be installed during truss erection, in accordance with Stabilizer T3: 2x6 DF No.1&Btr G, T4: 2x6 DF No.2 G Installation uide. BOT CHORD 2x6 DF SS G 'Except' 21 22 23 24 5 26 WEBS 2x4 DF No.1 &Btr G REACTIONS. (Ib/size) 10=3027/Mechanical, 2=2312/0-3-8 Max Horz 2=173(LC 24) Max Uplift 10=-790(LC 8), 2=-434(LC 8) 2 011 15 13 27 28 12 29 30 11 31 32 10 17 16 14 4x8 = 2.5x5 I I 6x12 = 6x16 M18SHS = 8x16 M18SHS = 6x12 = 2.5x5 I I 9x14 M18SHS = 4x6 = 1'-9 7 23-0-0 26-9-8 32-2-5 37.8-15 3 -13 2.7-14 5.3-6 4-7-9 0- -14 6-2_q 3-9-8 5-0.13 51-10 Plate Offsets (X,Y)-- [2:0-0-0,0-0-0], [3:0-0-0,0-0-0], [5:0-7-7,0-3-4], [8:0-7-15,04-8], [9:0-0-0,0-0-0), [12:0-3-11,0-2-12], (13:0-9-0,0-4-8], [14:0 -2 -15,0 -2 -OJ, (15:0-4-13,0-0-0], a n_o_l of LOADING (psf) SPACING- 2-0-0 PLATES GRIP CSI. TCLL 20.0 Plate Grip DOL 1.15 Vert(TL) -1.3813-14 TC 0.66 TCDL 11.0 Lumber DOL 1.25 10 n/a n/a BC 0.85 BCLL 0.0 ' Rep Stress Incr NO Code IBC2012fTP12007 WB 0.83 (Matrix -M) BCDL 10.0 Rigid ceiling directly applied or 5-8-5 oc bracing. WEBS 1 Row at midpt 5-16, 6-14, 8-10 LUMBER - MiTek recommends that Stabilizers and required cross bracing TOP CHORD 2x4 DF No.1&BtrG'Except' be installed during truss erection, in accordance with Stabilizer T3: 2x6 DF No.1&Btr G, T4: 2x6 DF No.2 G Installation uide. BOT CHORD 2x6 DF SS G 'Except' Bt: 2x6 DF No.1&Btr G WEBS 2x4 DF No.1 &Btr G REACTIONS. (Ib/size) 10=3027/Mechanical, 2=2312/0-3-8 Max Horz 2=173(LC 24) Max Uplift 10=-790(LC 8), 2=-434(LC 8) DEFL. in floc) I/deft L/d PLATES GRIP Vert(LL) 0.47 13-14 >959 240 MT20 220/195 Vert(TL) -1.3813-14 >327 180 M18SHS 220/195 Horz(TL) 0.29 10 n/a n/a Weight: 232 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-9 oc purlins, except end verticals, and 2-0-0 oc purlins (2-7-3 max.): 5-9. BOT CHORD Rigid ceiling directly applied or 5-8-5 oc bracing. WEBS 1 Row at midpt 5-16, 6-14, 8-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 20-21=48160/2147, 21-22=-8160/2147, 7.22=-8160/2147 8371235-8160/218470/2147, 23-24=-8160/2147,8-24=-8160/2147 BOT CHORD 2 -17= -66413931,16-17=-664/3931,15-16=-1714/8176,14-15=-1714/8176, 13 -14= -229619507,13-27=-2296/9507,27-28=-2296/9507,12-28=-2296/9507, 12 -29= -1297/4977,29-30=-1297/4977,11-30=-129714977,11-31=-1297/4977, 31-32=-1297/4977,10-32=-1297/4977 /1001, WEBS 6-13=-308/1233,6-12=-1715/278.7-12=-5471255,8-12 629131 4/893/3637.8-11=-32/426. 1277, 4665 8-10=-5624/1506,5-14=-319/800 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Exp CAenc enclosed; MWFRS (di ectionae an9lever left and rigpht expo ed oend vertical left andhight exp sed; Lumber DOL 1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf 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. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 790 Ib uplift at joint 10 and 434 Ib uplift at joint 2. 10 Se I-ri id pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Co�tinuec ori page 2 E USE. WARNING • Verify design parameters and READ NOTES THIS AND INCLUDED o aEmetersEshown. and is for RENCE PAGE lan individual building com-7473 rev. 1010312015 Rponent, not Design valid for use only with fvklek@ connectors. This design is based oonnly , design ammeters and properly incorporate This design into the overall a truss system. Before use, the building designer must verify the applicability 9 P chord members building design. fo r i nbifidtycanddlis too Prevent coloPsellwith pong uibleupersonal injuryal truss and and/orproperly damage. For genre al guidance regarding permanent nen/ bracing fabrication. storage. delivery, erection and bracing of trusses and truss systems. see ANSt/TPII Quality Criterla, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. February 16,2016 MiTek' 250 Klug Cirde Corona, CA 92880 A20 DESIGN ASSISTANCE, PARADISE, CA SPECIAL GIRDER Ply I Casper Residence K1734819 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 11:00:40 2016 Page 2 ID:HixTl6Ky6ZDxkOcZy391 BVyQVuJ-PS4UJBbFsrsscVTQUwhmAgPVEIMQbehOWMLwRzzkZgr NOTES - 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 179 Ib down and 135 Ib up at 23-11-4, 179 Ib down and 135 Ib up at 25-11-4, 179 Ib down and 135 Ib up at 27-11-4, 208 Ib down and 146 Ib up at 29-11-4, 303 Ib down and 184 Ib up at 31-11-4, and 131 Ib down and 91 Ib up at 33-11-4, and 131 Ib down and 91 Ib up at 35-11-4 on top chord, and 1105 Ib down and 356 Ib up at 23-0-11, 65 Ib down and 45 Ib up at 23-11-4, 65 Ib down and 45 Ib up at 25-11-4, 65 Ib down and 45 Ib up at 27-11-4, 65 Ib down and 45 Ib up at 29-11-4, 65 Ib down and 45 Ib up at 31.11-4, and 65 Ib down and 45 Ib up at 33-11-4, and 65 Ib down and 45 Ib up at 35-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 . Uniform Loads (plf) Vert: 1-4=-62, 4-5=-62, 5-9=-62, 2-10=-20 Concentrated Loads (lb) Vert: 13=-1105(B) 8=-223 11=-40(B) 20=-99 22=-99 23=-99 24=-128 25=48 26=48 27=-40(6)28=-40(B) 29=-40(8)30=-40(8) 31=-40(8) 32=-40(8) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE or on n rev. ua l building component. nor 75 BEFORE USE. Design vorid for use only with MTek@ connectors. This design is based only upon parameters shown. and is for ividbh ss design into the overoll a truss system. Before use, the building designer must verifY the applicability of design parameters and property incorporate is always required /for slabildtyconddlis to o prevent collapsal truss w eiwith possible eof upersonal injury and and/orprooperty damagerd members . For gene al guidancearegardi g the nen/ bracing fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSR -89 and SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty PlyK1734820 Casper Residence 4-0-12 3-8-5 2fi-9 3-2-12 Plate Offsets X Y -- [4:0.4-0.0-1-91 Z 6) A plate rating reduction of 20% has been applied for the green connection (by others) of truss to bearing plate capable of withstanding 452 Ib uplift al joint 2 and 446 Ib uplift at uJ C 60384 r^ 50547COSPER B1 CALIFORNIA GIRDER 2 1 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud Job Reference (optional) i c o.. DESIGN ASSISTANCE, PARADISE, CA r .vyv o —P <U w i ,. ,V 11 6a r. .-- •- • -o-. ID:HixTt6Ky6ZDxkOcZy3918VyQVuJ-EcRIZEg?Rhc?LQwarAoAPwfd61T 1 ?VM HuHoEedzkZgl 10-' - - 3 6 - 9-5-10 -6 6- -17,2-11 1 - •4 -0- •0 2-0-0 3-2-13 2t-8 0-5-1 3-2-11 4-0.12 3.2-11 0-5-1 2-0-9 3-2-12 Scale = 1:45.9 6x8 = 1.5x4 II 3x10 = g 4x6 J - 3x10 = A (g 3- •13 5-9-5 9-5-10 13.6-6 17-2-31 19-9• 23-0.0 3.2-13 •6-8 3-8-6 4-0-12 3-8-5 2fi-9 3-2-12 Plate Offsets X Y -- [4:0.4-0.0-1-91 Z 6) A plate rating reduction of 20% has been applied for the green connection (by others) of truss to bearing plate capable of withstanding 452 Ib uplift al joint 2 and 446 Ib uplift at uJ C 60384 r^ 7) Provide mechanical joint 11. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. the of the purlin along the top and/or bottom chord. it P. 06130116 9) Graphical purlin representation does not depict the size or orientation 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 144 Ib down and 119 Ib up at 128 Ib up at 12-11-4, and 108 Ib down and 141 Ib up at 17-2-11 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) 0.12 15-17 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.58 Vert(TL) -0.33 15-17 >843 180 BCLL 0.0 ' Rep Stress Incr . NO WB 0.25 Horz(TL) 0.10 11 n/a n/a Weight: 133 Ib FT = 20% BCDL 10.0 Code IBC2012xrP12007 (Matrix -M) BRACING - LUMBER- TOP CHORD Structural wood sheathing directly applied or 3-9-2 oc purlins, except TOP CHORD 2x4 DF No. t&Btr G 2-0-0 oc purlins (3-8-9 max.): 4-8. BOT CHORD 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 9-0-6 oc bracing. WEBS 2x4 DF No.1&etr G k recommends that Stabilizers and required cross bracing stalledduring truss erection, in accordance with Stabilizer lbe t a o uide REACTIONS. (Ib/size) 2=1647/0-3-8,11=1600/0-3-8 Max Hoa 2=70(LC 7) Max Uplift2=-452(LC 8), 11=-446(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2 -3= -3070/799,3 -4=-2777x768,4-24=-3081/897,24-25=-3081/897,6-25=-3081/897, 6 -26= -3081/897,26 -27=-3081/897,27-28=-30811897,28-29=-3081/897,7-29=-30811897, 7-30=-2298/676, 8-30=-2293/677, 8-10=-2582/729, 10-11=-2962/786 BOT CHORD 2-19=-638/2720, 19-31=-638/2720, 18-31=-638/2720,18-32=-591/2506.17-32=-591/2506, 16-17=-76313023, 16-33=-763/3023, 15-33=-763/3023. 15-34=-763/3023, 14-34=-763/3023, 14-35=-620/2622, 13-35=-620/2622, 11-13=-620/2622 WEBS 3-19=-69/289,4-18=-91/436,4-17=-220/784, 6-17=-393/152, 7-14=-916/253, 8-14=-260/1034,10-14=-387/98,10-13=-71/287 NOTES - 1) Unbalanced roof live loads have been considered for this design. 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 8=45ft; L=24ft; eave=oft; Cat. II; 2) Wind: ASCE Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. QRpFES$JON 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Q� O V. Bq fit between the bottom chord and.any other members. lumber members. Z 6) A plate rating reduction of 20% has been applied for the green connection (by others) of truss to bearing plate capable of withstanding 452 Ib uplift al joint 2 and 446 Ib uplift at uJ C 60384 r^ 7) Provide mechanical joint 11. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. the of the purlin along the top and/or bottom chord. it P. 06130116 9) Graphical purlin representation does not depict the size or orientation 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 144 Ib down and 119 Ib up at 128 Ib up at 12-11-4, and 108 Ib down and 141 Ib up at 17-2-11 8-0-11, 154 Ib down and 128 Ib up at 10-0-11, and 154 Ib down and 377 Ib down and 174 ib up at 4-0-11, 55 Ib down and 42 Ib up at 8-0-11, 55 Ib down and 42 ib up at 10-0-11, 55 ib FOF CAU on top chord; and downand42 Ib up at 12-11-4, and 55 Ib down and 42 Ib up at 14-11-4, and 377 Ib down and 174 Ib up at 18-11-4 on bottom chord. Continued origp gelg2ction of such connection device(s) is the responsibility of others. February 16,2016 WARNING. verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not incorporate this design into the overall • a truss system. Before use, the building designer must verity the applicability of design parameters and properly building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing injury damage. For general guidance regarding the MiTek' is always required for stability and to prevent collapse wilh possible personal and properly _ storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria. DSB-89 and BCSI Building Component 218 N. Lee Street. Suite 312. Alexandria, VA 22314. 250 Wu Circlefabrication, Corona BCA 92880 Safety Information available from Truss Plate Institute, Job Truss Truss Type Qly Ply Casper Residence K1734820 50547COSPER B1 CALIFORNIA GIRDER 2 1 - Job Reference o tional DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MITek Industries, Inc. Tue. Feb 16 11.00.46 2016 Page 2 ID:HixTt6Ky6ZDxkOcZy3918VyQ VuJ-EcRIZEg?Rhc7LQwarAoAPwfd61T1?VMHuHoEedzkZgl NOTES - 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-62, 4-5=-62, 4-24=-22, 24-30=-62, 8-30=-22, 8-9=-62, 8-12=-62, 2-11=-20 Concentrated Loads (lb) Vert: 8=47 16=-35(B) 25=-83 26=-83 29=-83 31= -377(B)32= -35(B)33= -35(B)34= -35(B)35= -377(B) ® WARNING - Verify design paremorers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. _ �- Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 17T k• building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is oAvoys required for slabitily and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the Circle fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB•89 and SCSI Building Component A 92880 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. _ Job TrussTruss Type Qty Ply Casper Residence K1734821 50547COSPER B2 CALIFORNIA 1 1 Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 11:00:46 2016 Page 1 ID:HixTt6Ky6ZDxkOcZy3918VyQVuJ-EcRIZE9?Rhc?LQwarAoAPwfbHIYF?V7HuHoEedzkZgl -2.0-0 7.9.5 8 •1 14.9-1 1 2 -II 23-0-0 25-QO 2-0-0 7.9-5 0.5-1 6-6.2 0-5-1 7.9.5 2 4x12 6 6x8 = Scale = 1:45.9 3x6 = 5x0 = 3x6 = 1.5x4 axo. - Ig 77-0.0 7-5.7 Plate Offsets X Y -- 3:0-3-4 0-1-12 5:0-4-0 0-1-9 11:0-4-0 0-3-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.37 Vert(LL) -0.05 9-10 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.31 Vert(TL) -0.15 9-10 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.20 Horz(TL) 0.02 7 n/a n/a BCDL 10.0 Code IBC2012ITP12007 (Matrix -M) Weight: 100 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G 2-0-0 oc purlins (6-0-0'max.): 3-5. - WEBS 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 2-11. WEBS 1 Row at midpt 5-10 [b�einstafled k recommends that Stabilizers and required cross bracing during truss erection, in accordance with Stabilizer llation guide. REACTIONS. (Ib/size) 2=370/0-3-8, 11=913/0-3-8, 7=794/0-3-8 Max Harz 2=-87(LC 6) Max Uplift2=-180(LC 25), 11=-3(LC 5), 7=-73(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-7=-868/0 BOT CHORD 9-10=0/687,7-9=0/693 WEBS 3-11=-854128, 3-10=0/395, 5-10=-578/0, 5-9=0/315 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=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. QR�FESS/�� 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 180 Ib uplift at joint 2, 3 Ib uplift at joint 11 and 73 Ib uplift at joint 7. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 107 Ib down and 128 Ib up at C 60384 7-9-5, 89 Ib down and 74 Ib up at 10-0-11, 75 Ib down and 74 Ib up at 11-5-15, and 89 Ib down and 74 Ib up at 12-11-4, and 233 to. * down and 115 Ib up at 15-0-15 on top chord. The design/selection of such connection device(s) is the responsibility of others.0116 LOAD CASE(S) Standard EOF CAO Continued on page 2 February 16,2016 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev- 10/07/2015 BEFORE USE.^ Design valid for use only with NMTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss weand/or chord members only. Additional temporary and permanent bracing is always required for stabiGly and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 250 Klu Cirde fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Corona, CA 92880 Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Job Truss Type Oty Ply Casper Residence K1734821 50547COSPER JTruss B2 CALIFORNIA 1 1 Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MITek Industries, Inc. Tue Feb 16 11.00.46 2016 Page 2 ID:HixTt6Ky6ZDxkOCZy3g1BVyOVuJ-EcRIZEg?Rhc?LOwarAoAPwfbHIYF?V7HuHoEedzkZgl _• LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-62, 3-4=-62, 3-18=-22, 18-24=-62, 5-24=-22, 5-6=-62, 5-8=-62, 12-15=-20 Concentrated Loads (Ib) Vert: 3=37 5=37 WARNING -Verify design para-MrS and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and is for on individual building component, not o truss system. Before use, the building designer must verily the opplicobilily of design parameters and properly incorporate this design into the overall MiTe1C building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional lemporory and permanent bracing is aN+ays requ'ved for stability, to prevent collapse with possible personal injury and property damage. for general guidance regarding the 250 Wu Circle fabrication, storage. delivery. erection and bracing of trusses and Truss systems, see ANSIRPII Quality Criteria, OSB -89 and SCSI Building Component , Corona. CA 92880 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. _ Job Truss Truss Type Oly Ply Casper Residence PLATES GRIP MT20 220/195 TCLL 20.0 TCDL 11.0 Plate Grip DOL 1.15 Lumber DOL 1.25 BC 0.18 K1734822 50547COSPER 82D Hip 1 1 Job Reference 11 tional Weight: 106 Ib FT = 20% BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) A:TnL InAuclrine :, T.,n Fm, 1a tt nn•47 7n1 Pane' DESIGN ASSISTANCE, PARADISt,GA ID:HixTt6Ky6ZDxkOcZy3918VyOVuJ-Io?7naheC ksyaVmPuJPy88nHiwYkwJO7xYoA3zkZgk -t0- 9 - -8'8 - 8-0• - 4-11-6 1-3-5 2-7-15 -5- 4-4-11 -5- 3-11.4 4.11-6 Scale = 1:40.3 46 = 54 = to 3x10 3x6 1.5x4 II 3x6 = 3x6 = 5x8 = = = -- Plate Offsets X Y -- [3-0-2-8.0-1-121. f4:0-4-0.0-1-41 10:0-4-0 0-3-0 LOADING (psi) SPACING- 2-0-0 CSI. TC 0.29 DEFL. in (lac) I/defl Lid Vert(LL) 0.04 8-9 >999 240 PLATES GRIP MT20 220/195 TCLL 20.0 TCDL 11.0 Plate Grip DOL 1.15 Lumber DOL 1.25 BC 0.18 Vert(TL) -0.07 8-9 >999 180 BCLL 0.0 ' Rep Stress Inc( YES WB 0.33 Horz(TL) 0.02 6 n/a n/a Weight: 106 Ib FT = 20% BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 5-11-9 oc purlins, except TOP CHORD 2x4 OF No.1&Btr G 2-0-0 purlins max.): 3-4. BOT CHORD 2x4 OF No.t&Btr G BOT CHORD Rigid ceiling directlyctly applied or 6-0-0 oc bracing. WEBS 2x4 OF No. 1&Btr G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer I stat alio e REACTIONS. (Ib/size) 1=157/0-3-8.6=706/0-5-8.10=1207/0-3-8 Max Horz 1=74(LC 24) Max Uplift /=-330(LC 25), 6=-603(LC 26), 10=-526(LC 25) Max Grav 1=383(LC 22), 6=706(LC 1), 10=1207(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 3-17=-275/256, 17-18=-277/226, 18-19=-278/225, TOP CHORD 1-2=-685/680, 2-3=-419/444, 19-20=-279/281, 20-21=-279/285, 21-22=-287/346, 22-23=-346/404, 4-23=-377/437, 4-5=-831/788, 5-6=-1274/1125 BOT CHORD 1-24=-390/448, 10-24=-2341251, 9-10=-2341251, 8-9=-225/682, 7-8=-354/965, 7-25=-354/965, 6-25=-812/965 WEBS 2-10=-10811479, 2-9=-3401741, 4-9=-540/327,4-8=-135/327, 5-8=-326/177 NOTES - 1) Unbalanced roof live loads have been considered for this design. BCD sf; l e ri ;Cat. I I; ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCD e 2) Wind: ed ; end al left right posed; porch and Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ;end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. live load nonconcurrent with any other live loads. 4) This truss has been designed for a 10.0 psf bottom chord A 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 5) This truss has been fit between the bottom chord and any other members. �OQRQFES$/0��( ��� N1• B q�T F,GC 6) A plate rating reduction of 20% has been applied for the green lumber members. of truss to bearing plate capable of withstanding 330 Ib uplift at joint 1, 603 Ib uplift at joint 6 ��� rq QQ F� . 7) Provide mechanical connection (by others) C 6O3H4 rn and 526 Ib uplift at joint 10. 8) This truss has been designed for a total drag load of 1400 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0, 21-0-1 to 23-0-1 for 350.0 plf.x(?. in the analysis and design of this truss. 30116 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used does not depict the size or the orientation of the purlin along the top and/or bottom chord. ( 10) Graphical purlin representation 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 166 Ib down and 181 Ib up at 35 and2 b up at 12 166 Ib �� OFC ces) s the rdown slponsibility of others. downla d 181 b up a9-4-1, 35 lb down ant 13-7-4 on top chord. The design/selection of suchlconnection devi26 lb up at 10-0-11 57 lb down and 47 Ib up at 1-5-15, and Feebruary 16,2016 February LR9A&K%tifft?andard WARNING. verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7477 rev. 10/03/2015 BEFORE USE. ® This design is based eters shown. and is for incorving component. not *,©R i.�®e■ Design valid for use only with MTekO connectors. Pa ole th sddes gn nto the overall oobNluPotle Of°n�oromelers a d properly o truss system. Before use, the building designer must verify the app' Y 9 P truss web and/or chord members only. Additional temporary and permanent bracing MiTek building design. Bracing indicated is to prevent buckling of individual is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the and bracing of trusses and truss systems, see AN51/TPII Qualify Criteria, DSB-89 and SCSI Building Component 250 Wu circle Corona, 92880 fabrication, storage, delivery. erection Safety Information available from Truss file Institute, 218 N. Lee Street. Suite 312. Alexondi o, VA 22314. Job Tru ssTruss Type Qty Casper Residence K1734622 50547COSPER 82D Hip 1 JPly 1 Job Reference(optional) .:r„v i.,,. T„o r:,h sA 1i -nn -AR gnsA Pana DESIGN ASSI5TANUL. I AKAutJt, UA LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber increase= 1.25, Plate Increase=1.15 -Uniform Loads Of) Vert: 1-3=-62, 3-4=-62, 4-6=-62, 11-14=-20 Concentrated Loads (lb) Vert: 17=-57 18=-35 22=-35 23=-57 ID:HixTt6Ky6ZDxkOcZy3918VyQVuJ-A?ZV_wiGzlsjak4zybgeULkyl6GnTNZaLbHLjVzkZgj ® SON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473rev. 10/03/I015 BEFORE USE. WARNING - Verify design parameters and READ NOTE ' Design valid for use only with MiTek® connectors. This design is based oonnlytupon parameters shown, a d is for o ron indiVvidual building co info the overall a truss system. Before use. the building designer must verily the app' Y 9 P MiTek building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing k always resign. for stability and to prevent collapse with possible personal injury and property damage. for general guidance regarding the 250 Mu Circle fobricotion, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Corona, CA 92880 Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexand6o. VA 22314. DESIGN ASSISTANCE, PARADISE, CA r " ""F- ID:HixTl6Ky6ZDxkOcZy391BVyOVuJ-A?ZV_wiGzlsjak4zybgeULkzA6FuTMraLbHLjVzkZgj 1az•1s -2-0.0 5.0-12 .. .. .. 23-0-0 2.0-0 5-0.12 I 4.8-9 0.1- 3 2-6.2 0.5-1 4-8-9 5-0-11 0.3-14 Scale = 1:43.0 5x8 = 7 4x6 4 5 6.0.0- -12 9-9.5 13-2-11 17.11-5 3-0-2 6-0-0 0- -12 3-0-9 3-5-7 4-8-9 5-0-11 Plate Offsets (X,Y)-- [2-0-0-0.0-0-31.(3:0-2-0.0-0-111,[4-0-3-0.0-1-4 LOADING (psf) Truss Truss Type Oly Ply Casper ResidenceK1734823 Plate Grip DOL 1.15 TC 0.21 TCDL 11.0 Lumber DOL FJob ER B3 CALIFORNIA 1 1 YES WB 0.44 BCDL 10.0 Code IBC2012ITP12007 6) ' This truss has been designed for a live load of members. Job Reference (optional) eo -a De..e DESIGN ASSISTANCE, PARADISE, CA r " ""F- ID:HixTl6Ky6ZDxkOcZy391BVyOVuJ-A?ZV_wiGzlsjak4zybgeULkzA6FuTMraLbHLjVzkZgj 1az•1s -2-0.0 5.0-12 .. .. .. 23-0-0 2.0-0 5-0.12 I 4.8-9 0.1- 3 2-6.2 0.5-1 4-8-9 5-0-11 0.3-14 Scale = 1:43.0 5x8 = 7 4x6 4 5 6.0.0- -12 9-9.5 13-2-11 17.11-5 3-0-2 6-0-0 0- -12 3-0-9 3-5-7 4-8-9 5-0-11 Plate Offsets (X,Y)-- [2-0-0-0.0-0-31.(3:0-2-0.0-0-111,[4-0-3-0.0-1-4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.21 TCDL 11.0 Lumber DOL 1.25 BC 0.23 BCLL 0.0 ' Rep Stress Incr YES WB 0.44 BCDL 10.0 Code IBC2012ITP12007 6) ' This truss has been designed for a live load of members. (Matrix -M) LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF No.1&Btr G REACTIONS. (Ib/size) 9=694/Mechanical, 2=295/0-3-8, 12=1152/0-3-8 DEFL. in (loc) I/defl Ud Vert(LL) -0.04 11-12 >999 240 Vert(TL) -0.11 11-12 >999 180 Horz(TL) 0.02 9 n/a n/a PLATES GRIP MT20 220/195 M18SHS 220/195 Weight: 107 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 2-12. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide Max Hoa 2=101(LC 24) Max Uplift9=-76(LC 8), 2=-100(LC 25), 12=-127(LC 8) Max Grav 9=694(LC 1), 2=324(LC 17), 12=1152(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-34/258,4-19=-575/177.19-20=-576/177. 20-21=-576/177, 6-21=-579/177, 6-8=-713/160,8-9=-1 119/159 BOT CHORD 11-12=-66/335, 10-11=-91/949, 9-10=-91/949 WEBS 8-11=-424/92, 3-12=-328/124, 4-12=-839/114, 4-11=-69/462 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=6.Opsf; BCDL=6.Opsf; h=25tt; B=45tt; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical lett and right exposed; Lumber COL= 1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 6) ' This truss has been designed for a live load of members. OQ�ypFESS/p/v 9 fit between the bottom chord and any other 7) A rating reduction of 20% has been applied for the green lumber members. plate 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 76 Ib uplift at joint 9, 100 Ib uplift at joint 2 2 �� C 60 384 and 127 Ib uplift at joint 12. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. the or the orientation of the purlin along the top and/or bottom chord. EX .06130116 11) Graphical purlin representation does not depict size 12) Hanger(s) or other connection device(s) shall be provided suffcient to support concentrated load(s) 208 Ib down and 186 Ib up at 9-11-11, and 56 Ib down and 46 Ib up at 11-5-15, and 170 Ib down and 199 Ib up at 13-2-11 on top chord. The design/selection of V1 TFOF such connection device(s) is the responsibility of others. CAX_W G,OAIDC on�S)ge?ndard February 16,2016 WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/07/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and is for on individuol building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �i�e �" building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addilional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criterla, DSB-89 and BCSI Building Component 250 Mug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Corona, CA 92880 DESIGN ASSISTANCE, PARADISE, CA LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-62, 4-5=-22, 4-21=-62, 6-21=-22, 6-7=-62, 6-9=-62, 13-16=-20 Concentrated Loads (Ib) Vert: 4=-57 6=-57 Job Truss [CALIFORNIAuss rType Qty Pty Casper Residence K1734823 150547COSPER I D: Hi xTt6 Ky6ZDxk OcZy3918VyQ Vu J-A7ZV_wi Gzl sj ak4zybgeU LkzA6 FuT M raLb HLj Vzk Zqj r, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/07/2015 BEFORE USE. Design valid for use only with Mlek® connectors. This design is based only upon parameters shown, and is for on individual building component, not o truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required lot stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII duality Criteria, DSB•B9 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Corona, CA 92880 83 1 1 Job Reference (optional)`r DESIGN ASSISTANCE, PARADISE, CA LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-62, 4-5=-22, 4-21=-62, 6-21=-22, 6-7=-62, 6-9=-62, 13-16=-20 Concentrated Loads (Ib) Vert: 4=-57 6=-57 Job Truss [CALIFORNIAuss rType Qty Pty Casper Residence K1734823 150547COSPER I D: Hi xTt6 Ky6ZDxk OcZy3918VyQ Vu J-A7ZV_wi Gzl sj ak4zybgeU LkzA6 FuT M raLb HLj Vzk Zqj r, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/07/2015 BEFORE USE. Design valid for use only with Mlek® connectors. This design is based only upon parameters shown, and is for on individual building component, not o truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required lot stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII duality Criteria, DSB•B9 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Corona, CA 92880 Job Truss[Rr..fSp uss Type Qty Ply Cosper Residence K1734824 50547COSPER B4 ecial 2 1 • Job Reference o tional DESIGN ASSISTANCE, PARADISE, CA 1.640 s Sep za zu1 a miTek ek Industries, Inc. I ue Feb 16 11:00:49 2016 rage 1 I D: HixTl6Ky6ZDxkOcZy3918VyQ VuJ-eB61CGiukc_aCuf9WJ Lt 1 ZH8KWbjCrajaF l u FxikZgi 2 0 0 6-0-6 11-6-0 I 16-11-11 22.11.15 2-0-0 6-0-6 5.5-10 5-5.10 6-0-5 Scale = 1:42.7 4x6 = 6-1.12 - 6- 11 11-6-0 6-11-11 22.1 1.15 6-1-12 0 15 5-3-5 5.5.10 6-0-5 Plate Offsets X Y — [9:0-4-0.0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) 0.03 7-12 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.20 Vert(TL) -0.07 7-12 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.28 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 102 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD ' Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF No. 1&Btr G MiTek recommends that Stabilizers and required cross bracing I Installation guide be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) 6=668/Mechanical, 2=297/0-3-8, 9=1045/0-3-8 " Max Horz 2=112(LC 7) Max Uplift6=-209(LC 8), 2=-121(LC 8), 9=-324(LC 8) Max Grav6=668(LC 1), 2=336(LC 17), 9=1045(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-505/199,4-5=-504/199,5-6=-1008/314 BOT CHORD 7-8=-222/840, 6-7=-222/840 WEBS 3-9=-917/273, 3-8=-134/584, 5-8=-540/216 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=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 209 Ib uplift at joint 6, 121 Ib uplift at joint 2 and 324 Ib uplift at joint 9. PROFESS/ 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. F.Q 9� BqCo LIJ�T F2c aP C 60384CK XP. 06/30!16 OF CAl.1F". February 16,2016 ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/0772015 BEFORE USE. �� Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, The building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mi Try' ek Is always required tot stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Cirde Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Corona, CA 92880 Job Truss�Ra ss Type Oly Ply Cosper Residence K1734825 50547COSPER C11 of Special Girder 1 1 Jtional . Job Reference o DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 curs rvu r ex uwusuies, nu:. i ue reu W i r.w.Yu cU 1u rays ID:HixTl6Ky6ZDxkOcZy3g18VyOVuJ-eB6lCGiukc aCufgWJLtiZH8gWYWCu6jaFluFxzkzgi 5.6-13 1• -7 2.O.p 5.6-13 -0-14 2-g-6 3-8-7 2 Scale = 1:24.8 5x8 = 1.5x4 11 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) 0.05 8-11 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.11 8-11 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.12 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code IBC2012rrP12007 (Matrix -M) Weight: 60 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins; except BOT CHORD 2x4 DF No. 1&Btr G end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-5. WEBS 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installatiga CiMide REACTIONS. (Ib/size) 6=691/0-5-8, 2=892/0-5-8 Max Hoa 2=112(LC 7) Max Uplift6=-265(LC 7), 2=-335(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1110/398, 3-12=-760/322, 4-12=-760/322, 4-13=-760/322, 13-14=-760/322, 5-14=-760/322, 5-6=-635/252 BOT CHORD 2-15=-357/939, 8-15=-357/939.8-16=-350/921,16-17=-350/921. 7-17=-350/921 WEBS 3-8=-130/363, 4-7=-363/146, 5-7=-355/928 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=6.Opsf; BCDL=6.Opsf; h=25ft; 8=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 265 Ib uplift at joint 6 and 335 Ib uplift at �pRpFESS/pn, joint 2.q�F 8) 'Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. QQ Bq�T 2C 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. oQ 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 142 Ib down and 123 Ib up at C 60384 � 5-8-9, 148 Ib down and 124 Ib up at 8-0-12, and 153 Ib down and 128 Ib up at 10-0-12, and 89 Ib down and 150 Ib up at 12-3-11 on UJ top chord, and 234 Ib down and 93 Ib up at 4-0-12, 53 Ib down and 23 Ib up at 6-0-12, and 54 Ib down and 23 Ib up at 8-0-12, and 54 Ib down and 24 Ib up at 10-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. XP. 1 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). V1\, LOAD CASE(S) Standard TFOF CAli-W Continued on page 2 February 16,2016 WARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/07/2015 BEFORE USE. �• Design valid for use only with Mle& Connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iy Tek is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component- 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. - Corona, CA 92880 Job Truss usType QtyPlyCasper Residence K1734825 50547COSPER C1 [Rr,,fsSpecialGirder 1 1 ' Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MITek Industries, Inc. Tue Feb 16 11.00.50 2016 Page 2 ID:HixTt6Ky6ZDxkOcZy3918VyQVuJ-6NgGPcj WVv6Rp2EL4Os6ZmpJZvulxLMspvmSnOzkZgh LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-62, 3-5=-62, 6-9=-20 Concentrated Loads (lb) Vert: 3=3 5=53 12=-81 13=-81 15=-234(B) 16=-36(B) 17=-37(B) 18=-37(B) ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/20Iregarding USE. � Design valid for use only with Mlek@ connectors. This design is based only upon parameters shown, and is for an individual builnent. not a truss system. Before use, the building designer must verify,the applicability of design parameters and property incorporate Ihis the overall �'��� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional tempermanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidang the250 Wu Cirde Icladcolion, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, OSB -B9 and BCComponent Corona9C i 92880 Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Job Truss Truss Type Qty Ply . Casper Residence K1734826 50547COSPER C2 Roof Special 1 1 Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 11:00:51 2016 Page 1 ID:HixTt6Ky6ZDxkOcZy3918VyQVuJ-aZEecxk8GDEIRBpYeiNL6 MSQJGbgmkO2ZW7JgzkZgg 7-6-13 .5.7 2-0-0 7-6-13-0-1 4-5-12 5x8 = 2.5x5 11 Scale = 1:27.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL) 0.06 6-9 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.23 Vert(TL) -0.14 6-9 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.24 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 57 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. WEBS 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS. (Ib/size) 2=664/0-5-8.5=41610-5-8 Max Horz 2=147(LC 7) Max Uplift2=-240(LC 8), 5=-144(LC 8) Max Grav 2=664(LC 21), 5=416(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-555/176 BOT CHORD, 2-6=-160/407, 5-6=-158/402 WEBS. 3-6=-66/270, 3-5=-502/179 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4K; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch'leR and right . exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 240 Ib uplift at joint 2 and 144 Ib uplift at O9RpFESS/0 joint 5. q� 8) 'Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �Q� �Q M• Bq� F2 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. cp QQ, Tt�� CSL 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 143 Ib down and 124 Ib up at in 7-8-9, and 110 Ib down and 91 Ib up at 10-0-12, and 89 Ib down and 150 Ib up at 12-3-11 on top chord. The design/selection of such 1� C 60384 rn connection device(s) is the responsibility of others. EXP. 06130116 LOAD CASE(S) Standard -1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 t71 ' OF CAttFO� Continued on page 2 February 16,2016 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE MII-7473 rev. 10/01/2015 BEFORE USE. Design valid for use only wilh NUTek®conneclors. This design is based only upon parameters shown, and is for on individual building component, not a truss system. Before use. the building designer must verity the applicability of design paromelers and properly incorporate this design into the overall MiTek' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria. DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona. CA 92880 Job •Truss - Truss Type Qly Ply Casper Residence ' K1734826 50547COSPER C2 Roof Special Job Reference (optional) Job -�TrussDESIGN ASSISTANCE, PARADISE, CA LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-62, 3-4=-62, 5-7=-20 Concentrated Loads (Ib) Vert: 3=0 4=53 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 11:00:51 2016 Page 2 I D:HixTt6Ky6ZDxkOcZy3918VyQ VuJ-aZEecxk8GDEI RBpYejNL6_MSO JGbgmkO2ZW7JgzkZgg ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/07/2015 BEFORE USE. �� Design valid for use only with MTekO conneclors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must verily the applicability of design parameters and properly incorporate this design into the overall B iTe k' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criterla, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Corona, CA 92880 Job Truss Truss Type Qly Ply Casper Residence K1734827 50547COSPER C3 ROOF SPECIAL 1 1 Job Reference (optional) a., DESIGN ASSISTANCE, PARADISE, CA 7.640 s aep ca cu i o rvn i En InaumnGS( i C. , UG ,0 q ID:HixTt6Ky6ZDxkOcZy3918VyQVuJ-aZEecxk8GDE1RBpYejNL6 MVBJH6gneO2ZW7JgzkZgg x_0.0 4-11-8 9.6-1312.5-8 9-11.11 21-0 4.11-8 4-7-5 0-0-14 2-5-13 0q 5x8 = 1.5x4 II Scale = 1:33.3 4118 _...I 9.6.13 l _ 12.59 4-11-8 4. z-10-11 a Plate Offsets X Y -- f4:0-4-0.0-1-31 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC . 0.16 Vert(LL) 0.02 7-8 >999 240 MT20 220/195 TCDL .11.0 Lumber DOL 1.25 BC 0.14 Vert(TL) -0.04 7-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.18 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code IBC2012fTP12007 (Matrix -M) Weight: 69 Ib FT = 20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 20 DF No. 1&Btr G end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. WEBS 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installatioa REACTIONS. (Ib/size) 2=643/0-5-8, 6=608/0-5-8 Max Harz 2=183(LC 7) Max Uplift2=-225(LC 8), 6=-281(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-737/219, 3-4=-326/129 BOT CHORD 2-8=-211/609, 7-8=-211/609 WEBS 3-7=-428/172, 4-7=-127/315, 4-6=-461/160 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=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live toad 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. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 225 Ib uplift at joint 2 and 281 Ib uplift at joint 6. QROFESSIp,I, 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �� M B 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. q + 2 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 142 Ib down and 122 Ib up at oQ� 9-8-9, and 154 Ib down and 198 Ib up at 12-3-12 on top chord. The design/selection of such connection device(s) is the responsibility C 60384rn rn of others. LOAD CASE(S) Standard *• EXP. 06130116 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) q C �P Vert: 1-4=-62, 4-5=-62, 6-9=-20 Continued on page 2 February 16,2016 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE. �� Design valid for use only with Mlek@ connectors. This design is based only upon parameters shown, and is for on individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall MiTek 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 lo•prevenl collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss syslems, see ANSI/TPII Quality Criteria, DIB -89 and BCSI Building Component 250 Klug Circle 218 N. lee Street. Suite 312. Alexandria. VA 22314. Corona, CA 92880 Safety Information available from Truss Plate Institute, Job Truss Truss Type 50547C0SPER 63 ROOF SPECIAL DESIGN ASSISTANCE, PARADISE, CA LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 4=4 5=-121 Oty Ply Cosper Residence K1734827 1 1 . Job Reference (optional) 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 11:00:51 2016 Page 2 ID:HixTt6Ky6ZDxk0cZy3918Vy0VuJ-aZEecxk8GDEIRBpYeJNL6 MVBJH6gne02ZW?JgzkZgg WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE.�� Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the oppficobilily of design parameters and property incorporate this design into the overall - MITek 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 250 Klu Cirde fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, OSB -89 and BCSI Building Component Corona, CA 92880 Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Job Truss Truss Type Qly PlyCasper Residence K1734828 50547COSPER C4 ROOF SPECIAL 1 1 Job Reference o tional DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 11:00:52 2016 Page 1 ID:HixTt6Ky6ZDxkOcZy3918VyQVuJ-2moOgHlml XN93LOkBRvafBvfgidaPC09GDFZsGzkZgf 12.5.8 r --.- I 5-11-9 1171a n 22000 58-5 0141M4 5x8 = 0.5.13 Stale = 1:40.9 1.5x4 II 3x6 = 11-6-13 5.11-8 5-7-5 -10-it Plate Offsets (X Y)f4:0-4-0.0-1-31 - LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL) 0.03 7-8 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.19 Vert(TL) -0.07 7-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.30 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code IBC2012rrP12007 (Matrix -M) Weight: 75 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No, t&Btr G end verticals, and 2-0-0 oc purlins (10-0-0 max.): 4-5. WEBS 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation gde REACTIONS. (Ib/size) 6=524/0-5-8, 2=649/0-5-8 Max Harz 2=221(LC 7) Max Up1ift6=-186(LC 8), 2=-224(LC 8) FORCES. (lb) - Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-697/199 BOT CHORD 2-8=-201/564, 7-8=-201/564 WEBS 3-7=-559/222, 4-7=493/387, 4-6=-613/212 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=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical Ieft'and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 186 Ib uplift at joint 6 and 224 Ib uplift at OQROFESS/ply joint 2. q 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. M• B (F 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ��Q��� J 2C 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 83 Ib down and 86 Ib up at r� OQ (�-13UJI Z 11-9-15 on top chord. The design/selection of such connection device(s) is the responsibility of others. C 60384 rn LOAD CASE(S) Standard XP. 06/30116 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 yr Uniform Loads (plf) Vert: 1-4=-62, 4-5=-62, 6-9=-20 r 1.n0. Continued on page 2 February 16,2016 A WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use onlywith MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall MiTei� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bating is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circe Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Corona, CA 92880 Job Truss Truss Type 50547COSPER C4 ROOF SPECIAL DESIGN ASSISTANCE, PARADISE, CA LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 4=-39 Oty Ply Casper Residence I K1734828 1 1 Job Reference (optional) 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 11:00:52 2016 Page 2 ID:HixTt6Ky6ZDxkOcZy391 BVyQVuJ-2moOgHlml XN93LOkBRvafBvfgjdaPC09GDFZsGzkZgf ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7477 rev. f0/03/2015 BEFORE USE.�� Design valid for use only with PNTea connectors. This design is based only upon parameters shown, and is for on individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall wIVI(le�� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addilional 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 250 Klug Circle fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria. DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institule. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Corona, CA 92880 Jab TrussTruss Type Qly Ply Casper Residence K1734829 50547COSPER C5 JACK -CLOSED 1 1 Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA 7.e4u s Sep 29 2015 MiTek ex indusmes, inc. rue Feb 16 1-0.52 cv ro rage ID:HixTt6Ky6ZDxkOcZy3918VyQVuJ-2moOgHiml XN93LOkBRvafBvfljcBPBc9GDFZsGzkZgf 20 6.4 5 12-5-8 13-11-12 r 2-:0--0 j 6-4-5 6-1-3 15-4 �q 0 Scale = 1:39.1 LOADING (psf) SPACING- 2-0-0 CSI.DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) 0.03 7-8 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.21 Vert(TL) -0.07 7-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.33 Horz(TL) 0.01 7 n/a n/a Weight: 63 Ib FT = 20% BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.t&Btr G end verticals. WEBS 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS. (Ib/size) 5=-15/Mechanical, 2=635/0-5-8, 7=616/0-5-8 Max Harz 2=250(LC 5) Max Uplift5=-21(LC 15), 2=-207(LC 8), 7=-192(LC 5) Max Grav 5=18(LC 7), 2=635(LC 1), 7=616(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-628/153, 4-7=-291/97 BOT CHORD 2-8=-179/494, 7-8=-179/494 WEBS 3-8=-65/261, 3-7=-556/230 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 21 Ib uplift at joint 5, 207 Ib uplift at joint 2 and 192 Ib uplift at joint 7. 7) 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. rq pP F� 'Z L C 60384 rn XP. 06/30116 February 16,2016 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473rev. 10101/2015 BEFORE USE. Design valid for use only with MITekB connectors. This design is based only upon parameters shown- and is lot on individual building component, not o truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek 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 properly damage. For general guidance regarding the 250 Klug Circlefabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Qualify Crlierla, DSR -89 and BCSI Building Component Corona, CA 92880 Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. W Job Truss Truss Type Qly Ply Casper Residence 12-1-8 6-2-6 K1734830 50547COSPER C6 Roof Special 1 1 (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.24 Job Reference o tional ' vr�rvry r�agia inrv�.c, r�+nnvix, a.n im iu s Jep zu zwo MI I eK Inausines, Inc. I ue t -el) 16 I I:UU:b3 2016 Pagel I D:HixTt6Ky6ZDxkOcZy3918VyQVuJ-XyMOI dmOogVOgVzwl8QpBPRgR7yT8eoJVt760jzkZge' -2-0-0 6-2-6 12-1-8 2i O 6-2-6 5.11-2 2.5x5 I I 4 Scale = 1:38.3 - oxo — .....-. .. 3xI5 i 6.2.6 12-1-8 6-2-6 5-11-2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) 0.03 5-6 >999 , 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.21 Vert(TL) -0.07 5-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.33 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code IBC2012(rP12007 (Matrix -M) Weight: 59 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except ' BOT CHORD 2x4 DF No. 1&Btr G end verticals. WEBS 2x4 DF No. 1&Btr G BOT CHORD ' Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) 2=635/0-5-8.5=47110-1-9 allako guide Max Horz 2=229(LC 7) Max Uplift2=-218(LC 8), 5=-154(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-650/183 BOT CHORD 2-6=-188/518, 5-6=-188/518 WEBS 3-6=-62/259, 3-5=-576/231 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second -gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) *This truss has been designed for alive load of 20.0psf 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 218 Ib uplift at joint 2 and 154 Ib uplift at joint 5. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. February 16,2016 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with NUTekO connectors. This design is based only upon parameters shown, and is for on individual building component, not ' a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Corona, CA 92880 Job Truss[RoofSpecial russ Type Qty Ply Casper Residence K1734831 50547COSPER C7 1 1 Job Reference o liana/ DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep z8 zuT S Mi I eK Industries, Inc. t ue Feb 10 11:00:53 20i6 rage i ID:HixTt6Ky6ZDxkOcZy391BVyOVuJ-XyMOldmOogVOgVzwl8QpBPRgR7yTBeoJVt760jzkZge -2-0.0 6-2.6 12-1-8 2-0.0 6-2.6 5.11-2 2.5x5 II Scale = 1:38.3 I 6-2-6 I 12.1-8 6-2-6 5-11-2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) 0.03 5-6 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.21 Vert(TL) -0.07 5-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.33 Horz(TL) 0.01 5 n/a n/a Weight 59 Ib FT = 20% BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No. 1&Bir G end verticals. WEBS 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS. (Ib/size) 2=635/0-5-8,5=598/0-1-9 Max Horz 2=229(LC 7) Max Uplift2=-218(LC 21), 5=-208(LC B) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-650/183, 4-5=-273/104 BOT CHORD 2-6=-188/518, 5-6=-188/518 WEBS 3-6=-62/259, 3-5=-576/232 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 218 Ib uplift at joint 2 and 208 Ib uplift at joint 5. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 127 Ib down and 54 Ib up at �O9RpFESS/0N 11-11-12 on top chord. The design/selection of such connection device(s) is the responsibility of others.\O M BT F2C LOAD CASE(S) Standard Z 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 oP C 60384 Uniform Loads (plf) Vert: 1-4=-62, 5-7=-20 EXP. 06130/16 Concentrated Loads (Ib) * / Vert: 4=-127 Cu�IL•- �P February 16;2016 WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 161II-7473 rev. 10/03/2015 BEFORE USE. � Design vorid for use only with MiTek9connect9rs. This design is based only upon parameters shown, and is for on individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and property incorporate this design into the overall MiTek' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Sireel. Suile 312. Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Casper Residence K1734832 50547COSPER C8 Roof Special 1 1 Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA r.oau s bep [y [OI D ml I e¢ maustnes, Inc. i ue reo to i i.vv.ay 4v i o rage i ID:HixTt6Ky6ZDxkOcZy3918VyOVuJ-?8wmFzm1Z8dSIfY7JSx2kC_ORXJs18kSkXktw9zkZgd r 4-11 9F- 1 92-0 4.118 4-715 0-0.14 15 Scale = 1:33.3 5x8 = 1.5x4 II 4-11-8 9.6-13 11.9.0 4-11.8 4.7-5 2-2-3 Plate Offsets X Y — (4:0-4-0,0:1-31 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) 0.02 7-8 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.13 Vert(TL) -0.04 7-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.16 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 66 ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. WEBS 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer sta atioguide REACTIONS. (Ib/size) 2=615/0-5-8,6=457/Mechanical Max Harz 2=183(LC 7) Max Uplift2=-216(LC 8), 6=-155(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-678/199, 3-4=-262/107 BOT CHORD 2-8=-194/556, 7-8=-194/556 WEBS 3-7=-434/173, 4-7=-129/308, 4-6=-445/155 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=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-070 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 216 Ib uplift at joint 2 and 155 Ib uplift of OQ�ypFESSipy9 joint 6. �F 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. hr�Q� JPO M- Bq�T 2 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 142 Ib down and 122 Ib up at C 60384 rn 9-8-9 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase= 1.25, Plate Increase= 1.15 Uniform Loads (plf) Vert: 1-4=-62, 4-5=-62, 6-9=-20 rFOF CAUF�Cl Continued on page 2 February 16,2016 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 10/03/2015 BEFORE USE. � Design valid lot use only with MuTea 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 opplicobilily of design parameters and prope ty incorporate this design into the overall M iTek' 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 properly damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle . 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Corona, CA 92880 Safety Information available from Truss Plate Institute Job Truss Truss Type Qty PlyCasper Residence ' K1734832 50547COSPER C8 Roof Special 1 1 ' Job Reference o tional DESIGN ASSISTANCE, PARADISE, CA LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 4=4 7.640 s Sep 29 2015 MiTekIndustries, Inc. Tue Feb 16 11:00:54 2016 Page 2, ID:HixTl6Ky6ZDxkOcZy3918VyQVuJ-78wmFzmlZ8dsIfY7Jsx2kc_ORXJst8kSkXkfw9zkZgd ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mlekl& conneclors. This design is based only upon parameters shown, and is for on individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB•89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. - Corona, CA 92880 Job Truss Truss Type Qty PlyCasper Residence applied or 6-0-0 oc purlins, except BOT CHORD 2x4 OF No.1&Btr G end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. WEBS 2x4 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing K1734833 50547COSPER C9 Roof Special 1 1 Max Uplift 2=-231(LC 8), 5=-156(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-492/154 Job Reference o tional DESIGN ASSISTANCE, PARADISE. CA 7.640 s Sep 29 2015 MiTek Industries. Inc. t ue Feb 16 T1:00:54 2016 rage 1 ID:HixTl6Ky6ZDxkOcZy39l8VyQVuJ-78wmFzmlZ8dsIfY7Jsx2kc zeXIQt8KSkXktw9zkZgd 2 - 7.6-13 -0-1 3-9-5 5x8 = Scale = 1:27.0 1.5x4 II LOADING (psl) TCLL 20.0 TCDL 11.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.25 Rep Stress Incr YES Code IBC2012/TPI2007 CSI. TC 0.34 BC 0.23 WB 0.18 (Matrix -M) DEFL. in (loc) I/defl L/d Vert(LL) 0.06 6-9 >999 240 Vert(TL) -0.14 6-9 >974 180 Horz(TL) 0.01 5 n/a n/a PLATES GRIP MT20 220/195 Weight: 54 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 OF No.1&Btr G end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. WEBS 2x4 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS. (Ib/size) 2=637/0-5-8, 5=438/Mechanical Max Horz 2=147(LC 7) Max Uplift 2=-231(LC 8), 5=-156(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-492/154 BOT CHORD 2-6=-140/350, 5-6=-137/345 WEBS 3-6=-65/260, 3-5=-469/168 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=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 231 Ib uplift at joint 2 and 156 Ib uplift at joint 5.M• 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. OpRQFESS/ONS �F 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 143 Ib down and 124 Ib up at u I„ C 60384 7-8-9, and 110 Ib down and 91 Ib up at 10-0-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. EXP. 06!30116 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase= 1.15 T OFCp,\- February 16,2016 Continued on page 2 ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 10/03/2015 BEFORE USE. �• Design valid for use only with Mulea connectors. This design is based only upbn parameters shown, and is lot an individual building component, not a truss system. Belore use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall temporary and bracing .. MiTek building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional permanent injury and property damage. For general guidance regarding the is always required for stabirily and to prevent collapse with possible personal fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/Mi Quality Criteria. OSB -89 and BCSI Building Component 250 Klug Circle Corona, CA 92880 Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss Truss Type 50547CQSPER C9 Roof Special DESIGN ASSISTANCE, PARADISE, CA LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-62, 3-4=-62, 5-7=-20 Concentrated Loads (Ib) Vert: 3=0 Qty Ply Casper Residence K1734833 1 1 Job Reference o tional 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 11:00:54 2016 Page 2 ID:HixTl6Ky6ZDxkOcZy3918VyQVuJ-?8wmFzmlZ8dsifY7Jsx2kc_zeXIQl8KSkXkfw9zkZgd -_A1111 -M VAMMM Ilia %x 111, ®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. �� Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall MiTek• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI(TPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circe Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Ale xondna, VA 22314. Corona, CA 92880 Job TrussTruss Type Qty Ply Casper Residence K1734834 50547COSPER C10 Roof Special Girder 1 1 , " Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA /.t54u s sep za zula mi I eK inaustries, Inc. I ue heD 1a 11:uu:ou zine rage 1 I D:HixTt6Ky6ZDxkOcZy3918Vy0VuJ-6NgGPcjVWv6Rp2 EL4Os6ZmpJXvusxLOspvmSnOzkZgh - .0 -13 -11- .8.4.13 '11-9-0 2-0-0 5-6-13 -0-14 2-5-2 3-4-3 Scale = 1:23.6 5x8 = 1.5x4 11 3x6 = 5-6-13 I 8.4.13 I 11.9-0 5.6-13 1-3 Plate Offsets (X Y) [3:0-4-0,0-1-31 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) 0.05 8-11 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.39 Vert(TL) -0.11 8-11 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.12 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 57 1b FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 OF No. t&Btr G end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-5. WEBS 2x4 OF No. 1&Btr G BOT CHORD 'Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer InstallatiorLquide REACTIONS, (Ib/size) 6=798/Mechanical, 2=87510-5-8 Max Horz 2=112(LC 7) Max Uplift6=-312(LC 5), 2=-331 (LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1072/389, 3-12=-717/311, 4-12=-717/311, 4-13=-717/311, 13-14=-717/311, 5-14=-717/311, 5-6=-727/284 BOT CHORD 2-15=-352/905,8-15=-352/905,8-16=-346/885, 16-117=346/885.7-117=3416/885 WEBS 3-8=-140/374,4-7=-352/143, 5-7=-354/908 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=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. PROFESS/ON 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 312 Ib uplift at joint 6 and 331 Ib uplift at joint 2. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.rn m 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 142 Ib down and 123 Ib up at C 60384 5-8-9, and 155 Ib down and 132 Ib up at 8-0-12, and 159 Ib down and 136 Ib up at 10-0-12 on top chord, and 236 Ib down and 95 Ib up at 4-0-12, 67 Ib down and 32 Ib up at 6-0-12, and 68 Ib down and 33 Ib up at 8-0-12, and 68 Ib down and 33 Ib up at 10-0-12 on `'' XP. 06130116 1 bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). S P LOAD CASE(S) Standard Continued on page 2 February 16,2016 ®WARNING -Verify design paramerers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. � Design valid for use only with Mifek(D connectors. This design is based only upon parameters shown, and is for on individual building component, not a truss system. Before use, the buliding designer must verily the opplicabitity of design parameters and properly incorporate this design Into the overall 7 ek� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fobricotion, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPII quality Criteria. DSB-B9 and BCSI Building Component 250 Klug Cirde Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Cly Ply Casper Residence K1734834 50547COSPER C10 Roof Special Girder 1 T Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-62, 3-5=-62, 6-9=-20 Concentrated Loads (Ib) Vert: 3=3 12=-98 13=-98 15=-236(F) 16=-55(F) 17=-57(F) 18=-57(F) r.Dvu s aep cy to r D Mi r ex maussrles, mc. I ue reD 1D T1:uu:Du zula I'age z ID:HixTt6Ky6ZDxkOcZy3918VyQ VuJ-6NgGPcjWV v6Rp2EL40s6ZmpJXvusxLOspvmSnOzkZgh WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/0312015 BEFORE USE. � Design valid for use only with Mitek® connectors. This design is bosed ony upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Casper Residence LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP K1734835 50547COSPER D1 GABLE 1 1 Lumber DOL 1.25 BC 0.15 Vert(TL) -0.05 17-18 >999 180 BCLL 0.0 ' Rep Stress Incr YES Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 11:00:56 2016 Page 1 ID:HixTt6Ky6ZDxkOcZy3918VyQVuJ-xX2XgfoH5ltaXzhVQHzWp13KFK?5LzE1BrOm?l zkZgb -2-0-0 + 6-6-0 12.6-0 18-6-0 + 25-0.0 } 27 2-0-0 6-6-0 6-0-0 6-0-0 6-0.0 2-0-0 4x12 II 3x6 4 Scale = 1:50.1 4x8 16 15 14 13 12. 11 10 9 8 = jy 0 1410.00 19-7.15 0-1- 1 6 11-0 1 25-0-05-0-1 I I } 40 21 5A-1 4 Plate Offsets (X Y)— (16'0-3-5 0-2-01 [18:0-4-0.0-3-01 [20:0-2-8,0-1-81, [20:0-2-8 0-1-61 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) 0.02 17-18 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.15 Vert(TL) -0.05 17-18 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.48 Horz(TL) 0.01 15 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 201 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1 &Btr G 'Except TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. . T3,T4: 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 DF No. 1&Btr G MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 DF No.1&Btr G be installed during truss erection, in accordance with Stabilizer OTHERS 2x4 DF No. 1&Btr G Installation guide REACTIONS. All bearings 12-5-8 except Qt=length) 2=0-3-8. (Ib) - Max Harz 2=122(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 11, 16, 9, 8 except 2=-245(LC 8), 15=-240(LC 8), 6=-103(LC 8) Max Grav All reactions 250 Ib or less at joint(s) 11, 16, 16, 14, 13, 12, 10, 9, 8 except 2=671 (LC 1), 15=934(LC 1), 6=295(LC 18), 6=280(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-711/237, 3-4=-320/167, 4-5=-7/322 BOT CHORD 2-18=-109/606, 17-18=-94/568 WEBS 4-15=-777/188, 5-15=-304/143, 4-17=-168/420, 3-17=-499/192 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=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=25ft; eave=oft; Cat. Il; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. bottom in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will OpRpFESS/0� 9� M• e� F2 7) ' This truss has been designed for a live load of 20.Opsf on the chord h���J�� �T C� fit between the bottom chord and any other members. �P F 8) A plate rating reduction of 20% has been applied for the green lumber members. (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 11, 16, 9, 8 except C 60384 m 9) Provide mechanical connection Qt=lb) 2=245, 15=240, 6=103, 6=103. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. * OGh10� 116 OF CALIF u� February 16,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE.�� Design valid for use only with M*Tek® connectors. This design is based only upon parameters shown, and is for on individual building component, not o truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, OSB -89 and SCSI Building Component 250 Ktug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qly Ply Casper Residence K1734836 50547COSPER D2 Roof Special 3 1 Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA r.b4U S Sep L9 Zul a mi I eK Industries, Inc. I ue heb la i 1:VU:Db ZUl b Nage 1 ID:HixTt6Ky6ZDxkOcZy3918VyQVuJ-xX2XgfoH5llaXzhVQHzWp13KUKz5L?AIBrOm?l zkZgb M12-6.0 18-5-10 25.0.0 27.0-0 6.8-6 5-11.10 5-11.10 688 2-0-0 Scale = 1:46.0 4x6 = 3 3x6 _ 5x8 = 300 = 1.5x4 II 3x6 = 17 0 12.6.0 1 18-5-10 l 25-0-0 68-6 5-11-10 5.11-10 68.6 Plate Offsets (X Y) - [9:0-4-0.0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL) 0.07 7-8 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.18 7-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.35 HOrz(TL) 0.07 5 nits n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 111 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-10-15 oc purlins. . BOT CHORD 2x4 DF No. t&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No. 1&Btr G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer - - Installation guide REACTIONS. (Ib/size) 1=1023/0-3-8.5=1151/0-3-8 Max Horz 1=-120(LC 6) Max Uplift /=-320(LC 8), 5=-386(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1737/540, 2-3=-1205/420, 3-4==1205/420, 4-5=-1729/535 BOT CHORD 1-9=-374/1483, 8-9=-374/1483, 7-8=-369/1474, 5-7=-369/1474 WEBS 3-8=-269/659,4-8=-561/222, 2-8=-572/228 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=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=25ft; eave=4ft; Cat. Il; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 1=320, 5=386. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of.this truss. OQ?,OFESS10Nq h�Q� JPO M. Bq�T�F2c UJ C 60384 . QWO/16 * / OF February 16,2016 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10/07/2015 BEFORE USE. ®�• Design valid for use only with NLTekO connectors. This design is based only upon parameters shown. and is for on individual building component, not -r•Y© a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M i TT ek• is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication. storage. delivery. erection and bracing of trusses and truss systems, see ANS141`11 Quality Criteria. OSB -89 and SCSI Building Component 250 Klug Circle Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexondna. VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Casper Residence TC 0.55 Vert(LL) -0.17 10-11 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 K1734837 50547COSPER D3 ROOF SPECIAL GIRDER 1 3 Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 11:00:57 2016 Page 1 I D:HixTl6Ky6ZDxkOcZy3918VyQVuJ-Pjbvt?pvs3?R96Gh_UIM FcRgk7a4TKuQVZKXUzkZga 4-9-0 8-7.10 12-6-0 16.4.6 20.2-12 25-0-0 27-0-0 4-9-4 3-21 3-10-6 3-10-6 3-10-6 4-9-4 2.0.0 5x1: Scale = 1:46.2 8x8 = "2_129-4 10-2-3 14.9.13 18-0.12 25-0-0 41.12 -8-8 54-15 4.7.10 3-2-15 6-11.4 lg LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.55 Vert(LL) -0.17 10-11 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.97 Vert(TL) -0.50 10-11 >599 180 MT20HS 165/146 BCLL 0.0 ' Rep Stress Incr NO WB 0.29 Horz(TL) 0.16 7 n/a n/a BCDL 10.0 Code IBC2012fTP12007 (Matrix -M) Weight: 464 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 OF No.2 G *Except* TOP CHORD Structural wood sheathing directly applied or 5-10-7 oc purlins. T2: 2x4 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x6 OF No.2 G *Except* 131: 2x6 DF No.1&BtrG WEBS 2x4 OF No.1 &Btr G @@ HANGER TO APPLY CONC. LOAD(S) TO ALL REACTIONS. (Ib/size) 1=10206/0-3-8 (req. 0-3-10), 7=7911/0-3-8 MEMBERS. VERIFY HANGER ADEQUACY PRIOR TO FABRICATION. HANGER BY OTHERS. Max Horz 1=-120(LC 23) Max Uplift /=-1933(LC 8).7=-191 1(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-18576/3326, 2-3=-18604/3388, 3-4=-14251/2964, 4-5=-14257/3315, 5-6=-16895/3992, 6-7=-17069/3997 BOT CHORD 1-17=-2889/16638, 17-18=-2889/16638, 12-18=-2889/16638, 12-19=-2536/13376, 19 -20= -2536/13376,11 -20=-2536/13376,11-21=-2069110292,21-22=-2069/10292, 10 -22= -2069/10292,10-23=-3029/13667,9-23=-3029/13667,7-9=-3482/15233 WEBS 4-10=-1965/6948,5-10=-2766/795.5-9=-1058/3817,4-11=-997/6574. 3-11=-2249/338, 3-12=-519/4802. 2-12=-301/94 NOTES - 1) Special connection required to distribute bottom chord loads equally between all plies.@@ 2) 3 -ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 3) 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. Pty to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=25ft; eave=4f: Cat. Il; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) WARNING: Required bearing size at joint(s) 1 greater than input bearing size. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 1=1933,7=1911. Continued on page 2 February 16,2016 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7071 rev. 1010312015 BEFORE USE. Design valid for use only with Mtlek® connectors. This design is based only upon parameters shown, and is for on individual building component, not �+ a truss system. Belore 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 brocing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Iruss systems- see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 250 Kiug Circle Safety Information available from Truss Plate institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Corona, CA 92880 �u DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 11:00:57 2016 Page 2 ID:HixTt6Ky6ZDxkOcZy3918VyQ VuJ-Pjbvt?pvs37R96Gh_UIMFcRgk7a4TKuQVzKXUzkZga NOTES 12) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1182 Ib down and 375 Ib up at 0-1-12, 1181 Ib down and 74 Ib up at 2-0-12 , 1232 Ib down and 106 Ib up at 4-0-12, 1258 Ib down and 120 Ib up at 6-0-12, 1328 Ib down and 156 Ib up at 8-0-12, 1424 Ib down and 201 Ib up at 10-0-12, 1590 Ib down and 274 Ib up at 12-0-12, 1895 Ib down and 564 Ib up at 14-0-12, and 1857 Ib down and 554 Ib up at 16-0-12, and 3007 Ib down and 790 Ib up at 18-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-62, 4-8=-62, 1-7=-20 Concentrated Loads (lb) Vert: 1=-1182 11=-1424(8)9=-3007(8) 17= -1181(8)18= -1232(B)19= -1258(B) 20=-1328(B) 21=-1590(8) 22=-1895(8) 23=-1857(B) Job Truss Truss Type Qty Ply Casper Residence - K1734837 50547COSPER 03 ROOF SPECIAL GIRDER 1 3 Job Reference (optional) ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with mlekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling at individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for slobility and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabricotion, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, OSB -89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 ' �u DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 11:00:57 2016 Page 2 ID:HixTt6Ky6ZDxkOcZy3918VyQ VuJ-Pjbvt?pvs37R96Gh_UIMFcRgk7a4TKuQVzKXUzkZga NOTES 12) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1182 Ib down and 375 Ib up at 0-1-12, 1181 Ib down and 74 Ib up at 2-0-12 , 1232 Ib down and 106 Ib up at 4-0-12, 1258 Ib down and 120 Ib up at 6-0-12, 1328 Ib down and 156 Ib up at 8-0-12, 1424 Ib down and 201 Ib up at 10-0-12, 1590 Ib down and 274 Ib up at 12-0-12, 1895 Ib down and 564 Ib up at 14-0-12, and 1857 Ib down and 554 Ib up at 16-0-12, and 3007 Ib down and 790 Ib up at 18-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-62, 4-8=-62, 1-7=-20 Concentrated Loads (lb) Vert: 1=-1182 11=-1424(8)9=-3007(8) 17= -1181(8)18= -1232(B)19= -1258(B) 20=-1328(B) 21=-1590(8) 22=-1895(8) 23=-1857(B) Job Truss Truss Type Qty Ply Casper Residence - K1734837 50547COSPER 03 ROOF SPECIAL GIRDER 1 3 Job Reference (optional) ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with mlekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling at individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for slobility and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabricotion, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, OSB -89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Casper Residence DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.16 K1734838 50547COSPER E1 GABLE 1 1 BCLL 0.0 ' Rep Stress Incr YES WB 0.01 Horz(TL) 0.00 12 n/a n/a Job Reference (optional DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 11:00:58 2016 Page 1 ID:HixTt6Ky6ZDxkOcZy3918VyQVuJ-1w9H4LpXdN7lnGruYh? uS9iQ8i9p 22f9il3wzkZgZ -2.0-0 6-6-0 13-0-0 15.0.0 2-0-0 6-" 6-6-0 I 2-0-0 Scale =-1:27.9 3x6 = lg . Plate Offsets (X.Y)— 17:0-3-0,Edpel LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) -0.02 13 n/r 120 MT20 220/195 - TCDL 11.0 Lumber DOL 1.25 BC 0.05 Vert(TL) -0.05 13 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.01 Horz(TL) 0.00 12 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 66 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF No.1&Btr G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS. All bearings 13-0-0. (Ib) - Max Horz 2=71 (LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 20, 19, 16, 15 except 2=-108(LC 8), 12=-111(LC 8) Max Grav All reactions 250 Ib or less at joint(s) 18, 17, 21, 20, 19, 16, 15, 14 except 2=281 (LC 1), 12=278(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 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=6.Opsf; BCDL=6.Opsf; h=25ft; 8=45ft; L=24ft; eave=2ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will. fit between the bottom chord and any other members. PROFESS/ON 9) A plate rating reduction of 20% has been applied for the green lumber members. 100 Ib uplift at joinI(a) 20, 19, 16, 15 M eq�T�cniL 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding �Q C� except (jt=1b) 2=108, 12=111. Q�\O rn 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 Lu C 60384 XP. 06/30116 OF CAOF February 16,2016 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU -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 on individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Addilionol temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. _ Corona, CA 92860 Job Truss Truss Type Qly Ply Cosper Residence Plate Grip DOL 1.15 TC 0.16 TCDL 11.0 K1734839 50547COSPER K1' HALF HIP 1 Rep Stress Incr Job Reference o liana/ UCJIUN Abbib I ANL t:. F'AKAUlbt. UA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 11:00:59 2016 Page 1 ID:HixTt6Ky6ZDxkOcZy3918VyQVuJ-L6if lhg9Og F90Q Q46PXDRghIAYynYOmBtpSQbMzkZgY 3-9-12 6-3-106$-111 11.1-0 3-9-12 2-5.14 0.5.1 44-5 4x6 4x6 = 0-11-4 1 3-9-12 1 6.3-10 I 10-3.8 11-1-0 r 0-11-4 2-10-6 2-5-14 3-11-14 0.9.8 LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.16 TCDL 11.0 Lumber DOL 1.25 BC 0.41 BCLL 0.0 ' Rep Stress Incr YES WB 0.17 BCDL 10.0 Code IBC2012rTP12007 exposed; Lumber DOL=1.60 plate grip DOL=1.60 (Matrix -M) DEFL. in (loc) I/deft Lid PLATES GRIP Vert(LL) -0.02 7-8 >999 240 MT20 220/195 Vert(TL) -0.06 7-8 >999 180 Horz(TL) 0.01 5 n/a n/a Scale = 1:23.6 Weight: 136 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x8 DF No.1&Btr end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. WEBS 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-3-8 except Qt=length) 1=1-2-12, 5=1-1-0. (lb) - Max Horz 1 =1 1 O(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) except 1=-287(LC 18), 5=-120(LC 5), 9=-935(LC 8), 6=-544(LC 8) Max Grav All reactions 250 Ib or less at joint(s) 1, 5 except 9=3819(LC 1), 6=2335(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-31871769, 2-3=-2526/633, 3-13=-2258/584, 4-13=-2263/585, 4-5=-1700/451 BOT CHORD 1-9=-712/2773, 9-14=-712/2773, 8-14=-712/2773, 8-15=-712/2773, 7-15=-712/2773 WEBS 2-7=-647/182,.3-7=-230/822, 4-7=-667/2683, 2-8=-2191702 NOTES - �• 1) 2 -ply truss to be connected together with 1 O (0.131"x3") nails as follows: MiTek" Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-7-0 oc. 250 Klug Circle Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. Corona, CA 92880 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply . connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; VuIt=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 2-0-0 ROFESS/p Nye 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 wide will QP fit between the bottom chord and any other members. lumber 8) A plate rating reduction of 20% has been applied for the green members. bearing 287 Ib at joint 1, 120 Ib uplift at joint 5, 9) Provide mechanical connection (by others) of truss to plate capable of withstanding uplift 935 Ib uplift at joint 9 and 544 Ib uplift at joint 6. Lu C 60 384 m 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. XP. 130!16 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 106 Ib'down and 88 Ib up at 61-9 7-9-12 on top chord, and 1274 Ib down and 327 Ib up at 1-9-12, 41 Ib down and 44 Ib up at 3-9-12, 1274 Ib down and 327 Ib up at 3-9-12, 10 lb down and 31 Ib up at 5-9-12, and 1261 Ib down and 323 Ib up at 5-9-12, and 1243 Ib down and 326 Ib up at 7-9-12 on PFOF bottom chord. The design/selection of such connection device(s) is the responsibility of others. CAOF RiSA1[t5L6AWINgG4andard February 16,2016 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7477 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek@ connectors. This design is based only upon parameters shown, and is for on individual building component, not �• a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" building design. Bracing prevent 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/TPtl Quality Critefla, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Corona, CA 92880 JOb Truss Truss Type Qty Ply Casper Residence K1734839 50547COSPER K1. HALF HIP 1 2 Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 11:00:59 2016 Page 2 . I D:HixTt6Ky6ZDxkOcZy3918VyQ VuJ-L6jflhggOg F90Q Q46PXDRghlAYynYOmBtpSQbMzkZgY LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-62, 3-4=-62, 5-10=-20 Concentrated Loads (lb) Vert: 8=-1315(F=-41, B=-1274) 13=-101 14=-1274(B)15=-1238(F=23,B=-1261)16 1243(81) ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7477 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek@connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCS] Building Component 250 Klug Circe Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Carona, CA 92880 Job Ttuss Truss Type Qty Ply Casper Residence TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-2-12 oc purlins, except BOT CHORD 2x6 DF No.2 G end verticals. K1734840 50547COSPER M7 Monopitch Girder 1 n L Job Reference optional) DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 11:00:59 2016 Page 1 ID:HixTt6Ky6ZDxkOcZy3918VyQ VuJ-L6jfl hg9OgF900046PX DRghsKYgfYJJBtpSQbMzkZgY 4-1-12 1-7-7--9 I 11.5-0 4-1-12 3-5-14 3-9-7 - 1.5x4 II 5 4x8 = 3x10 II 8x8 = 6x8 = I 4-1-12 I 7-7-9 1. 115_0 Scale = 1:37.0 LOADING (psf) TCLL 20.0 TCDL 11.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.25 Rep Stress Incr NO Code IBC2012(rP12007 CSI. TC 0.22 BC 0.93 WB 0.46 (Matrix -M) DEFL. in (loc) Udell Ud Vert(LL) 0.06 6-7 >999 240 Vert(TL) -0.15 6-7 >900 180 Horz(TL) 0.04 5 n/a n/a PLATES GRIP MT20 220/195 Weight: 139 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-2-12 oc purlins, except BOT CHORD 2x6 DF No.2 G end verticals. WEBS 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=4260/Mechanical, 5=4989/0-5-8 Max Harz 1=202(LC 7) Max Uplift 1 =-955(LC 8), 5=-1223(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-7177/1658, 2-3=-4122/1009 BOT CHORD . 1-11=-1508/6388, 11-12=-1508/6388, 7-12=-1508/6388, 7-13=-1508/6388, 6-13=-1508/6388,6-14=-909/3662,5-14=-909/3662 WEBS 2-7=-629/2839, 2-6=-3201/742, 3-6=-1332/5453, 3-5=-5322/1325 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 6=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ROFESS/O P Nye 6) A plate rating reduction of 20% has been applied for the green lumber members. M. Bq 7) Refer to girder(s) for truss to truss connections. 955 Ib joint 1 and 1223 Ib uplift at F ATF 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding uplift at �J� y joint 5. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. O LU C 60384 M 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 127 Ib down and 54 Ib up at 11-3-3 on top chord, and 1312 Ib down and 252 Ib up at 1-9-12, 1312 Ib down and 252 Ib up at 3-9-12, 778 Ib down and 314 Ib up at XP. 06/30116 5-9-12, 1314 Ib down and 252 Ib up at 5-9-12, 418 Ib down and 163 Ib up at 7-9-12, 1314 Ib down and 252 Ib up at 7-9-12, and 437 Ib down and 163 Ib up at 9-9-12, and 1314 Ib down and 252 Ib up at 9-9-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. rFOF CA0F LOAD CASE(S) Standard Continued on page 2 February 16,2016 WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTekB connectors. This design is based only upon parameters shown, and is for on individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web ontl/or chord members only. Additional temporary and permanent bracing M iTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss syslems, see ANSI/TPII Quality Criteria, DS8-89 and SCSI Building Component 250 Klug Cirde Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. - Corona, CA 92880 J� Truss Truss Type Qty Ply Casper Residence K1734840 50547COSPER M1 Monopitch Girder 1 Job Reference optional) DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 11:00:59 2016 Page 2 ' I D:HixTt6Ky6ZDxkOcZy3g18VyQ VuJ-L6j(lhg90g F900046PXDRghsKYgfYJJBIpSQb MzkZq Y LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-62, 5-8=-20 Concentrated Loads (Ib) Vert: 4=-127 6=-1732(F=-1314, B= -418)11= -1312(F)12= -1312(F)13= -2091(F= -1314,B= -778)14=-1751(F=-1314, 8=-437) J� Truss Truss Type Qty Ply Casper Residence K1734840 50547COSPER M1 Monopitch Girder 1 Job Reference optional) WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek(D connectors. This design is based only upon parameters shown. and is for on individual building component, not , a truss system. Before use. the building designer must verity the applicability of design parameters and properly incorporate this design into the overall ■■■��.YYY building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems; see ANSI/TPII Quality Crlterla, DSB•89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Corona, CA 92880 w Jbb Truss Truss Type Qty __]Ply CSI. Casper Residence PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) -0.01 5-8 >999 240 K1734841 50547COSPER M2 Roof Special Girder 1 1 BCLL 0.0 ' Rep Stress Incr NO WB 0.11 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Job Reference o liana/ DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 11:01:00 2016 Page 1 ID:HixTt6Ky6ZDxkOcZy3918VyQVuJ-pIH2VOrn8 NOOa?Gf62SZtE3AxKVHswL6TB 8pzkZgX 3-6-6 3-" 2.11-1 1.5x4 II 2.5x5 = 1.5x4 11 'M = 4 Scale = 1:23.0 3-6-6 } 6-5.7 3-6S 2.11-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) -0.01 5-8 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.29 Vert(TL) -0.03 5-8 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.11 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IBC20121TP12007 (Matrix -M) Weight: 29 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF No. 1&Bit G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 OF No. 1&Bit G end verticals. WEBS 2x4 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS. (Ib/size) 1=560/0-5-8,4=501/0-5-8 Max Horz 1=113(LC 20) Max Upliftl=-144(LC 8), 4=-133(LC 8) FORCES: (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-710/175 BOT CHORD 1-9=-170/615, 5-9=-170/615, 5-10=-170/615, 4-10=-170/615 WEBS 2-5=-117/483, 2-4=-733/213 NOTES - 1) Wind: ASCE 7-10; VuIt=11 Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 144 Ib uplift at joint 1 and 133 Ib uplift at joint 4. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 269 Ib down and 72 Ib up,at 2-0-12, and 275 Ib down and 60 Ib up at 4-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). �O9RpFESSlpyv9 ��� M• Bd ,_T�F2 ��Q LOAD CASE(S) Standard 60384 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15C � Uniform Loads (plf) Vert: 1-3=-62, 4-6=-20 XP. 1 Concentrated Loads (lb) Vert: 9=-269(F) 10=-275(F) VIS TEOF CA1.tF0EL February 16,2016 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/07/2015 BEFORE USE. Design valid for use only with 147ek@connectors. This design is based only upon parameters shown, and is for an individual building component. not �, a truss system. Before use, the building designer must verily the applicability of design parameters and property incorporate this design into the overall iBe building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criterlo, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 .r Je15 TrussTruss Type Qty Ply Casper Residence DEFL. in r' v TCLL 20.0 ch K1734842 50547COSPER M3 Jack -Open 2 1 , Vert(TL) -0.15 6-9 >555 180 Corona, CA 92880 BCLL 0.0 ' Rep Stress Incr YES Job Reference (optional) UtblU N Abblb I ANLa, PAKAUIbt, uA i.o4u s Sep zv Zul a MI I eK Industries, Inc. I Lie heb 16 11:01:UU ZU16Page 1 I0:HixTt6Ky6ZDxkOcZy3918VyQVuJ-pIH2VOrn8_NOOa?Gf62SzIEOYxLzHtgL6T8 8pzkZgX -2-0-0 6-10-8 I 12-5-4 I , 2-0-0 6-10-8 5-6-12 1 Scale = 1:39.0 5 6-10-13 r 6-10-13 I h LOADING (psf) 6 CSI. DEFL. in r' v TCLL 20.0 ch TC 0.32 a 6-9 >999 240 6-10-13 r 6-10-13 I . LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d • PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) 0.06 6-9 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.22 Vert(TL) -0.15 6-9 >555 180 Corona, CA 92880 BCLL 0.0 ' Rep Stress Incr YES WB . 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code IBC2012lrP12007 (Matrix -M) Weight: 32 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. t&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No. t&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-3-8 except (jt=length) 6=Mechanical. (lb) - Max Horz 2=247(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 6, 3 except 2=-101(LC 8), 4=-205(LC 8) Max Grav All reactions 250 Ib or less at joint(s) 6, 3 except 2=467(LC 1), 4=332(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 3 except Qt=lb) 2=101.4=205. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4. 8) "Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. O9?OFESS/pt/� 4 - UJ UJ C 60384 F� XP.O !30116 TFOF CA1.tF February 16,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. ©iT Design valid for use only with MuTek& connectors. This design is based only upon parameters shown. and is tot on individual building component, not �y� le a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/71`11 Quality Criteria. DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Corona, CA 92880 U !ob Truss Truss Type Qty Ply Casper Residence 50547COSPER M4 MONO TRUSS 1 I K1734843 TOP CHORD Structural wood sheathing directly applied or 5-0-1 oc purlins, except BOT CHORD 2x6 DF No.2 G 5) Refer to girder(s) for truss to truss connections. Job Reference (optional) 1SSISTANCE, PARADISE, CA i 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 11:01:01 2016 Page 1 I D:HixT16Ky6ZDxkOcZy391 BVyQVuJ-I VrQjMsQvlVtekaTDgZh W5mCRLaUOGiUL7xXgFzkZq W i 3-10-11 6-10-8 . 3.10-11 2.11-13 1.5x4 II i 3.10.11 ,oxru n 4x6 =4 Scale = 1:24.3 LOADING (psf) TCLL 20.0 TCDL 11.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.25 Rep Stress Incr NO Code IBC2012/TP12007 CSI. TC 0.24 BC 0.65 WB 0.27 (Matrix -M) DEFL. in Vert(LL) -0.03 Vert(TL) -0.08 Horz(TL) 0.02 (loc) Well L/d 5-7 >999 '240 5-7 >999 180 4 n/a n/a PLATES GRIP MT20 220/195 Weight: 36 Ib FT = 20% LUMBER- MiTek BRACING - TOP CHORD 2x4 DF No. 1&Btr G 250 Klug Circle TOP CHORD Structural wood sheathing directly applied or 5-0-1 oc purlins, except BOT CHORD 2x6 DF No.2 G 5) Refer to girder(s) for truss to truss connections. end verticals. WEBS 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 674 Ib down and 76 Ib up at 0-11-4, 648 Ib down 209 Ib 2-11-4, 648 Ib down MiTek recommends that Stabilizers and required cross bracing and and up at and and 209 Ib up at 4-11-4 on bottom chord. The design/selection of such Q �%� 26) connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) loads to the face be installed during truss erection, in accordance with Stabilizer section, applied of the truss are noted as front (F) or back (B).rn to fo e REACTIONS. (Ib/size) 1=1396/0-3-8,4=1125/Mechanical 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 P. 06/30/16 Max Horz 1=120(LC 5) Vert: 1-4=-20, 1-3=-62 Max Uplift 1=-306(LC 8), 4=-336(LC 8) FOF CAUF Continued on page 2 February 16,2016 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1592/447 BOT CHORD 1-8=-412/1424, 5-8=-412/1424, 5-9=-412/1424, 4-9=-412/1424 WEBS 2-5=-398/1376, 2-4=-1712/511 NOTES - , R 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 MiTek 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 250 Klug Circle fit between the bottom chord and any other members. Corona, CA 92880 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=306, ' 4=336. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 674 Ib down and 76 Ib up at 0-11-4, 648 Ib down 209 Ib 2-11-4, 648 Ib down �oQROFESS/(J M• Bq and and up at and and 209 Ib up at 4-11-4 on bottom chord. The design/selection of such Q �%� 26) connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) loads to the face PJB O Z section, applied of the truss are noted as front (F) or back (B).rn a C 60384 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 P. 06/30/16 Uniform Loads (plf) Vert: 1-4=-20, 1-3=-62 FOF CAUF Continued on page 2 February 16,2016 AWARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 1010312015 BEFORE USE. , R Design valid for use only with Iv4TekO connectors. This design is based only upon parameters shown. and is for an individual building component, no)( a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stoNlity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPll Quality Criterla, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Corona, CA 92880 r Job Truss Truss Type Qty Ply Casper Residence O5547COSPER M4K1734643 MONO TRUSS 1 1 DESIGN ASSISTANCE PARADISE CA fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII "Quality Criteria, DS B-89 and BCSI Building Component - Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. 250 Klug Circle Job Reference o lional LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 7=-674(F) 8=-648(F) 9=-648(F) 7.640 s Sep 292015 MiTek Industries, Inc. Tue Feb 16 11:01:01 2016 Page 2 I D: HixTt6Ky6ZDxkOcZy3918VyQ VuJ-IVrQjMsQvl VtekaTDgZh W5mCRLaUOGiUL7xXgFzkZq W WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mgek® connectors. This design is based only upon parameters shown, and is for on individuol-building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for to M iTeli stability and prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII "Quality Criteria, DS B-89 and BCSI Building Component - Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. 250 Klug Circle Corona, CA 92880 vJob Truss Truss Type Qty Ply Casper Residence 50547COSPER M5K1734844 Roof Special 1 1 DESIGN ASSISTANCE. PARAf)ISP cA BOT CHORD 2x4 DF No.1 &Btr G Job Reference o lional 3 . oep <c cu o rvu i ex maustries, mc. 1 ue Feb 16 11:01:01 2016 Pagel ID:HixTt6Ky6ZDxkOcZy3918VyQVuJ-I VrQjM sQ vl VtekaTDgZh W5mETLhoOKyUL7xXgFzkZq W 3-9-6 1 3.6-2 1.5x4 II 3 3x6 = 4 3x6 = Scale = 1:25.5 LOADING (psf) TCLL 20.0 TCDL 11.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.25 Rep Stress Incr YES Code IBC2012ITP12007 CSI. TC 0.11 BC 0.24 WB 0.06 (Matrix -M) DEFL. in Vert(LL) -0.05 Vert(TL) -0.15 Horz(TL) 0.00 (loc) I/deft L/d 4-7 >999 240 4-7 >577 180 4 n/a n/a PLATES GRIP MT20 220/195 Weight: 31 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. t&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1 &Btr G end verticals. WEBS 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) 1=311/0-5-8, 4=275/0-3-8 aIlalim guide Max Horz 1=128(LC 7) Max Uplift 1 =-93(LC 8), 4=-90(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-310/83 BOT CHORD 1-4=-91/263 WEBS 2-4=-296/120 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all.areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 4. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. February 16,2016 WARNING • Verily design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7477 rev. 10/0312015 BEFORE USE. Design valid for use only with MTek(D connectors. This design is based only upon parameters shown, and is for on individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Crlterlo, DSB•89 and BCSI Building Component 250 Ktug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Corona, CA 92880 4P slob Truss Truss Type Qly Ply Cosper Residence 50547COSPER M6K1734845 Jack•Open 1 1 DESIGN ASSISTANCE. PARATIISF r.A Job Reference optional) 0-1 r -­ a acp c= w I a Mr I eK mausines, Inc. I ue Feb 16 11:01:01 2016 Page 1 ID: HixTt6Ky6ZDxkOCZy3918VyQVuJ-I VrQjM sOvl ViekaTDgZh W5mAlLhCOKwU L7xXg FzkZq W -0 -0. 2-0-0 7-0-0 3- to Scale = 1:25.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL) 0.06 4-7 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.22 Vert(TL) -0.15 4-7 >550 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code IBC2012frP12007 (Matrix -M) Weight: 24 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) 3=165/0-3-0,2=475/0-3-8.4=61/0-4-15 Max Horz 2=149(LC 8) Max Uplift3=-66(LC 8), 2=-154(LC 8), 4=-25(LC 8) Max Grav 3=165(LC 1), 2=475(LC 1), 4=105(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 - 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 4 except qt=1b) 2=154. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. February 16,2016 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® conneclors. This design is based only upon parameters shown, and is for an individual building component, not �, o truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall ■■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI(fPll Quality Criteria, DSB-89 and SCSI Building Component 250 Mug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandra. VA 22314. Corona, CA 92880 lir aob Truss Truss Type Gly Ply Cosper Residence 50547COSPER M7 Jack -Open 1 1 K1734846 DESIGN ASSISTANCE petzenlc❑ r•e 4 >709 240 Job Reference (optional) " r.tm s yep 29 2015 MiTek Industries, Inc. Tue Feb 16 11:01:02 2016 Page 1 - I D:HixTl6Ky6ZDxkOcZy3918VyQ VuJ-mh Powit2gbdkFu9fnX4w3I JKcl311n9dang5ChzkZgV 0- -0.p 2-0-0 7-0-0 0-9- I� d Scale = 1:25.6 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in floc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL) -0.03 4 >709 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.12 Vert(TL) -0.05 5-8 >999 180 .BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 . n/a n/a BCDL 10.0 Code IBC2012fTP12007 (Matrix -M) Weight: 24 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G REACTIONS. (Ib/size) 3=16310-3-0,2=439/0-5-8,5=103/0-3-8 Max Harz 2=149(LC 8) Max Uplift3=-65(LC 8), 2=-149(LC 8) Max Grav 3=163(LC 1), 2=439(LC 1), 5=178(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with,any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord.in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except (jt=1b) 2=149. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9t,OFESS/ON Bq'f G),u aP C 60384 �� m a X 16 J* OF February 16,2016 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with fv0ekO connectors. This design is based only upon parameters shown, and is for on individual building component, not ©�a a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual Iruss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fobricallon. storage. delivery, erection and bracing of trusses and truss systems, see ANSIJTPII Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandra, VA 22314. Corona, CA 92880 i yob SPACING- 2-0-0 Truss Type Oly Ply Casper Residence 50547COSPER 7K1734847 EM8 Jack -Open 1 1 TC 0.21 DFSIr Kl ACSISTANr:F Pesaenrcc re 5-8 >999 240 Job Reference (optional) 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 11:01:02 2016 Page 1 I D:HixTl6Ky6ZDxkOcZy3918VyO VuJ-mh Powit2gbdkFu9fnX4w31JM 113LIn9dang5ChzkZgV 5-10-15 7A 0 2-0.0 5.10-15 Scale = 1:22.1 t 5-3-8 i5 -10-15—I Fza LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in floc) I/deFl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) 0.02 5-8 >999 240 MT20 220/195 . TCDL 11.0 Lumber DOL 1.25 BC 0.10 Vert(TL) -0.03 5-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 22 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G REACTIONS. All bearings 0-3-8 except Qt=length) 2=0-5-8, 4=Mechanical. (lb) - Max Horz 2=129(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 3, 4, 5 except 2=-131(LC 8) Max Grav All reactions 250 Ib or less at joint(s) 3, 4, 5 except 2=388(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. NOTES - 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 4, 5 except (jt=1b) 2=131. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. QRpFESS/ON uJ oP C 60384 16 /.* OF February 16,2016 ® WARNING - Verfry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek& connectors. This design is based only upon parameters shown, and is for an individual building component. not �+ a truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSS -89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Corona, CA 92880 CompuTrus, inc. Custom Software Engineering Manufacturing FLE NO: Lateral BrADetailDATE: 0723/08SEQ: 2787671 lac 2006 Restraint required at each end of.brace and at 20' intervals. Compression web bracing shown on CompuTrus designs is to resist buckling of those webs. An alternate method to brace the 2x4 bracing shown on a single member truss is to attachT" bracing. T bracing is a 2x member placed flat on the web as shown in the figures. 1-2x4 Brace Required 2 or 3-2k4 Braces Shown See appropriate CompuTrus Engineering See appropriate CompuTrus Engineering 2x4 T Brace 2x6 T Brace 2x4 T Brace A -- Web 1-- Web --q-- Web The Tbrace must be at least 80% of the web length and is attached with 10d nails at 6'o.c. throughout r Typical at teases 24"o.c, only. If a 2x4 or 2x6 web requires a single brace, a 2x4 Tbrace maybe substituted. If a 2x4 or 2x6 web requires 2 or 3 braces, a single 2x6 T brace or a 2x4 Tbrace attached to the top and bottom ofthe web maybe substituted. The T brace(s) must be of equal or better material than the web. Teases at 24-o.c. typical - h .ng. Lateral Brace } Brace must be BO% of the length of the web. 2x4 T Brace with 10d nails at 6"o.c. I✓ f 43 r 5TANDARD O ABLE END DETAIL 12 VARIES MATGNTG�O�S LEDGER 0 GONTINW'' BEARING A5 REQUIRED SPAN TO MATCH. COMMON TRUSS ,5d @ (o" O.G. 2' MAX EAVE W/ NO.2-OR BTR 4x2 OUTLOOKERS @ 52" O.G., DO NOT OVER GUT TOP CORD 0 OUTLOOKER NOTCHES. 5IMF50N A54 OR EQUIVALENT STRONOBACK LEDGER GABLE END SIMPSON A54 OR. EQUIVALENT 2x CONTINOUS BACKING W/ 16d'S @ 24" O.G. MIN. GABLE TRUSS TO BACKING & BACKING TO NOTES: TOP PLATE. MINIMUM GRADE CORDS AND 5TUD5. PER TRU55 DESIGN. 4-I0d NAILS MIN. 2-IOd TYP. PLYWOOD SHEATHING TO 2X4 5TD. DF -L BLOCK IS2X4 BLOCK 2X4 STUD OR BTR SPACED ® 5'-O" O.G. SHALL BE PROVIDED AT EACH END OF BRACE. CONNECT AT END W/ 4-IOd NAILS. MAX LENGTH AANDARD TRUSSES PCED m 24" O.G. EXP. 06/30/14 s� civic �e OF CAL 11 6! DETAIL A 1). 2X4 N0.2 OR BTR FOR LEDGER AND 5TRONGBACK NAILED TOGETHER W/ IOd NAILS ®6" 2). 2X4 LEDGER NAILED TO EACH STUD WITH 5-I0d NAILS. 5). 2X4 STRONGBACK TO BE CONNECTED TO EACH VERT. STUD W/ 2-IOd TOE NAILS. 4). THE IOd NAILS SPECIFIED FOR LEDGER AND STRONGBACK ARE IOd BOX NAILS (0.151 "DIAX5,0"LO) THI5 DETAIL 15 APPLICABLE TO STRUCTURAL GABLE END IF THE FOLLOWING CONDITIONS ARE MET: 1). THE HORIZONTAL TIE MEMBER AT THE VERT OPENING SHALL BE BRACED a 4'-O" MAX FOR 85 MPH EXP. G WIND LOADING. 2). MAX MEAN ROOF HEIGHT IS 45'. 5). MAX ROOF LIVE LOAD TO BE 40 POUNDS PER SQUARE FOOT. 4). PLEASE CONTACT TRUSS ENGINEER IF THERE ARE ANY OUESTIONS. 5). DESIGN NOT VALID IF LOCATED ON AN ISOLATED HILL, RIDGE OR ESCARPMENT. I ow C 1' Type of Construction: VB Agency: County of Butte TRB+ Project Number. 15.054.142.1 PROJECT DATA Occupancy Group: R3/U Type of Construction: VB Number of Stories: One Conditioned Floor Area: 2122 SF RECEIVE® Garage: 733 SF Fire Sprinkled: Yes FEB Valuation: 2 2 TRB AND ASSOC/ATES FORWARD ■ This plan review is only for the purpose of evaluating compliance with the provisions contained in the 2013 CBC, 2013 CPC, `2013 CMC, 2013 CEC, 2013 CRC, 2013 Green Building Standards Code, 2013 Energy Code, and County of Butte Ordinances. Please note that our review does not encompass provisions regulated and enforced by Planning, Engineering, Public Works, Health Departments; or other authorities outside the jurisdiction of the Building Department. • Please address all of the following items and return a copy of this list, along with a response sheet, indicating the location of all required changes to the plans, specifications- and/or calculations. Be as - specific as possible,in your responses so that we may expedite your recheck. ■ If any changes have been, made to the plan documents unrelated to those items identified in this comment list, please list the changes, -,on a separate sheet and include in your resubmittal documentation. • . Please submit two (2) complete revised sets. of plans and plan documents, wet stamped and signed by the Architect and/or Engineer of Record; to: County of Butte Department of Development Services I, 7 County Center Drive Oroville, CA 95965 OR TRB + Associates, Inc. Attention: Todd Bailey 3180 Crow Canyon Place, Suite 216 San Ramon, CA 94583 ARCHITECTURAL COMMENTS Sheet 1 Al.,-' It appears that the shop will be an unconditioned space and have an occupancy group of an U. Please verify and indicate that the wall separating the shop and the dwelling unit is to :r .have'/2 inch gypsuairlpoard applied to the shop side of the wall. CRC R302:5 See nose. a4 oQ. pt0, q4t C �'S S A2. For the three '``3660 H" windows located i he livi groom, it is unclear in the rear elevation on sheet 2 if the bottom of the 15" window vents is greater than 18 inches above the finished floor. Please clarify bottom of window height and indicate they are to be safety glazing f intended to be install,d les hag 18 inches. CRC R308.4.3 "�'� e r A ►^t pie# Y a .-�C l 11 •, 9 A3 Section A-1: R-13 insulation at the floor over crawl space is called out in fhe section view, Fg9. whereas R-19 insulation is specified in the Title 24 energy calculations page 3. Please revise to reflect the energy calculation R -factor. Agency: County of Butte TRB+ Project Number. 15.054.142.1 Sheet 2 A4"" Please indicate the size and location of the attic access on the roof plan: the attic access opening shall not be less than 22"x30", and shall not be less than the size of the attic furnace. PRC R807.1; CMC section 904.101 SeC OO✓ Pla.,. Ka�I a�4 R�IJ.✓a, 6y 9a.V-Age- el evations on sheet 2 show a two coat stucco systim oJer foam. On the plans, please provide an Approved agency listing number for the intended system. Please verify that an equivalent of two layers of Grade D paper is part of the exterior covering system. CRC R703.6. Sce hof r o rte 1vf SPo(e eleac tt-o• ,Shy-. I. Sheet 3 A6, Please indicate underfloor space access location on the foundation plan. CRC R408.4 5ee Ski-. 3, v't9 ti� �eatia ST�1` . GREEN BUILDING COMMENTS GB4. Sheet 4: The table showing the flowrates in the "Baseline Water Use" table is not correct and not in the current cycle of the California Green Building Code. Please correct the values such that they reflect the values given in section 4.301.1 and Chapter 8 of the 2013 California Green Building Standards. 5ee K,o4e "'(4 fv -fable re },e r,..� 4-c Ced5re-e In *4 ENEERGY COMMENTS EAf1. Please clarify the lighting provided in the bathroom to show that at least one high efficacy luminaire will be provided. CEnC 150.0(k)(5) EI ec. pl a r, rev: std EN2. Please provide a GFI protected receptacle located within 3 feet of the outside edge of each sink basin. CEC 210.52(D) EI a r, l S e MECH/ELECT/PLUMB COMMENTS ME,P1. For the bathroom located between the Shop and Laundry room, please provide a GFI protected receptacle located within 3 feet of the outside edge of each sink basin. CEC 210.52(D) If 14c,. P<<►» .yev:Sed. ME/2. Please specify or provide detailing depicting the special venting requirements for kitchen island sinks per 2013 CPC Section 909. T'k;s .s a �N�Ns�lq� Kms+ 0tV1 1510, d. wvew} FLOOD ZONE, COMMENTS �61 � Not in flood zone therefore no comments noted. WILDFIRE EXPOSURE CONSTRUCTION REQ. Not in SRA therefore no comments noted. STRUCTURAL COMMENTS SY Sheet 2, Roof Plan: Please clarify the size of bearing studs under the girder trusses on the plan. 5j e- e- rev i sed v-cc,4 P , qrn nj. iS � . t .,J sc a vevi se d Agency: County of Butte TRB+ Project Number. 15.054.142.1 S2. Detail 2, sheet 3: Please clarify how the 4x4 post is anchored to the precast concrete pier. It is presumed to be anchored with a prefabricated post base. Please specify the manufacturer and the product model information. Please clarify if the precast pier will be wet -set or similarly attached to the concrete pad. S3. Detail 5, sheet 3: Please specify uplift connection at the roof eave connections. For -� example Simpson H2A, TSP clips or similar could be specified to transfer the load from the rafters to the top plates. Note that the type of clip for each truss shall be selected per the uplift forces shown in the truss calculation Ste r-oo{ Pl c r. rho+meg r. H 2. 5 j' G I PS'. Se e V%0 Cin d-etti; Structural Calculations: 54,: Page 7: calculation shows that hold downs are required for the shear wall located on line B, but it is not shown on the foundation plan at the rear end of wall. Please verify. SS!" Page 8: calculation shows hold downs are required for the shear wall located on line C, but it is not shown on the foundation plan at the rear,end of wa . Please v nfyy. 461dow K S a"d o.r. oho,. g o►dJied +-a floor T '�oo •..ol.vl-l�p�, Roof Truss Calculations: S6. The hip trusses (labeled as "H" trusses) could not be located in the roof truss calculations. Please provide. 5 tee. ,tee..: yea( -}-,.,.LS �tiCcs t�G.o� S7. It appears truss to truss connections were not included in the truss package (e.g. girder truss attachments). Please verify and provide as applicable. '5ee rev.S-,t +rvSS cm(cg a40'CL'-Q'J [END] ,rnni P10."'r, GREGORY A. PEITZ A.RCHITE'CT 383 Rio Lindo Ave. Chico, CA. 95926 (530) 894-5719 FOR COPE COMPUANCc T R� AND ASSOCIATES Structural Calculations for: O JtPECEIVE® ©EC 0 3 2015 CIATES r A BUTTE COUNTY c� NOY 2 4 2015 * No. C21 8 * � REN 7 DEVELOPMENT � �Z SERVICES O ° JAStructuraMesign Data - Residential.doc DESIGN DATA Code used: 2013 California Building Code Floor loading: Live loads: Uninhabitable attics w/o storage: 10psf- ' Uninhabitable attics w/ limited storage: 20psf Habitable attics and sleeping areas: 30p5f All others except balconies and decks: 40psf Dead load-(10�1bs1/square foot Roof loading: Live loads: 20lbs/SF Dead loads: Typical roof-14lbs/SF Composition shingles or metal roof Wind loading: Basic 3-second gust wind speed (mph) 1.10 Wind importance factor, 1 1.00 Wind exposure category C Internal pressure coefficient, GCpi +/-0.18 Seismic: Seismic importance factor, 1 1.00 Mapped spectral response acceleration; Ss 0.70 SI 0.25 - Site class _ D Design spectral response coefficients; SDS 0.579 SDI 0.317 Seismic design category D - Basic seismic-force-resisting system(s) Bearing wall system - plywood shearwalls Seismic response coefficient(s), Cs 0.089 Response modification factor(s), R 6.5 Analysis procedure; Equivalent lateral force procedure WIND ANALYSIS Simplified Envelope Procedure Per ASCE 7-10, Chapter 28. 1. Risk category 2 (table 1.5-1) 2. Basic wind speed: 110 mph (figure 26.5-1A) 3. Exposure: C (section 26.7) 4. Kzt = 1.0 _(section 26.8) 5. X = L21-- (figure 28.6-1) 6. Roof slopes: 26.570 (6/12). 7. Mean roof height: 15 ft. PS = X Kzt Ps30 ( eq. 28.6-1) . Wind Pressures Roof internal zone: (5.35 psf) (.6) = 4:69 psf Roof end zone: (6.08 psf) (.6) = 5.33 psf Wall internal zone: (14.36 psf) (.6) = 12.59 psf Wall end zone: (19.32 psf) (.6) = 16,94 psf 501 71 ,-L Cp - 0 cl, �`' �, _ (2 � �Z) (�, g �(. 6 � �� + Com.-)(, 3i)�3 C s � = 1 r i s X, /Z"9 14C., 2.0 0 1Ii - ql0l , 09 (�40 4 9 L0C•�d5� 41 Kz 1� 01 + FC,, 4- 0 Z-� 41 9 6(z�(5Z-) �• oZ--) 0 9�/I• �/ 2, 0 5 K m I ' /� W W L R . I ��, " �,�'���' .��°t•3lz��z3��v2_...� E! o��),�1, 4 f, 5L •W f I = Ce 1�.. t. �(� v 2.�� , dgS 1. _0 2 �C 2,41; _ r I I , • � T- � N E -=C- i i R i I i _I 1 � � i 11 LL i s � - SHEARWALLS ;--'�- j -,- ; -,- -- -+ '- - {--' - -A-' —'--'--��-�---► is �---1- ' � � -- — _ ' _._ _.. �__. t L_ _ _.i.._ 1 _.. ;-- — �--f — •� I � _ — I ' � # � ' �_]_ ► 3/8" Cv 'o:c. O _ 3 co "at plaster '- --j '`� i ' ; I I _ �I► { ' ' r / (_ )C�;_(. )!,-AT AL'L SUPPORTS . I _iBLOGKED - I I '�' i I ANCHOR -BOLTS...._- 1 i GBG. s j b 's 4 (b' -'O -'- -----... - ; - - -- - pecif ied 2 �' a''_ _ iw/rriln 1.(2) 'a.b is'per wall is ! adequate '----$'--�•-Q-----%2"-.�..janc'hor'-bol-ts� @, _-- '--�--'o:c: ---- -- - =-I--i--•-! _�-- ._-�,_ I-,--__�.� ..._ , i =, 'A35 /� RBC-- .. - y -t _. �__� ._ .'. � _ _�.. --- =f ---i - ; _ .. 1---� -- ' -� • - i-• -i• -�- � - � _ _� �--' . +. i ❑ � NONE REQ- RTURNING .. - --- -- - -- .......... - I I r , i i ho_ Idown's rec�'d .❑ G516 Ho Iddown Straps to; Rim -be 10114 Joist For. tol Frame !w% '5imps°on" 1ST6224 straps. from -4x1 i t ! post :to continous header: i HDU2, 55TB16 4 '�� Single 'pour, SSTB20 @ 2 + Four HDU4;-SSTB2Q =5ir1g'le' •pour; SSTB24 2 Pouw' - - - '- COLLECTOR %'CHORD; -T 7 _ ❑ ( ) 16d's per top 'p sp I ice ' ❑ G516 strap sp 1 ices - ❑ 5T6224 strap splices ❑ Drag Truss III1 � 1 - - -- ;---- -- -- - : i I : I ' r I j -- _J --+--SHEARW-- ALLS. --- � ► i : 3%8" GDXlply. w% !8e!'s �_ (�; ,. 12 o.?-. l - -1 ❑- i.. ,3, Goat .plaste'r _),_AT_.ALL.�S-UPPORTS,; I �BLOGKE[7 . .{--ANCHOR-BOLTS-'-- i - ` i GBG spec if ied %2" ! �l_ a.b 's' @ 6'-0." o.c. , w%_min 1�---- ^per _wall -!(P anchor- bb l ts� ii A3 5/ -RBC i ' ('[ A3,5's . I - . NONE RE-'Q'D i--;- 1--' OVERTURNING------ _ I • .� _ i Z� ga : , No holdown _ r.I •_,, ---- -- - - ---- - --F -._ _. , ,. _ 's ecd d 1 E!i_ 6516 Holddown St'raps to Rim Joist below ! Portal Frame w% "Simps,on" :ST&224. straps from 4xI =post- to-�.Ijontinovs header. AlHDU2; SSTB16 (@i Single pour, SSTB2O @ 2 Pour- - ' HDU4;---55TB2O Sin-gje pour; 55TB24-- @ 2 Pour; -COLLECTOR%-CHORD ❑ ( ) 16d's per top q splice ❑ 6516 strap° -splices ❑ ST6224 strap splices '3, ej �- .,brag Truss L I : I I I r �_ _ -J-----__---- - -I ------ --- -�---� - -- - -- - --- --- i L --SIV N L5 Ll i __SHEARWALL-S--'--._ . ,_ —L_` —-.�._..;__� .I _ .__ . i s t ply. w/'8d's @ + ! 12 , 3 coat plaster )>-gyp w@I % E L_�SUPfPO.R. ,i _ I B i • � -'-�-ANCHOR'-BOLTS-} .i._� I _!__.�__� I___�T-_�_. _ � _ _r .;_ i __� I i_ � I _ i_. ' _i.._t_. , GBGlI I. i I �- 6011 speciFied /2 �0I a b; s - _ o.c.Iw/ min. r_� Ilit) ,a.b isperNal I is ;adequate �_ I _ ❑ 2" --I I � I � I i f• ; i I _ i_ i A35 /-RBC '--�-� -1--RBG'S @; � •�O G i �— I' ;_-_ ( , - - ;` � -"( + ( 1 i~+--i.—Ij _i 1 t—.t-...' A Ii ' ❑ i ONE REQ'D =-OVERTURN I L_ 1 ' 6. I N • i ' ❑ � oldown's re'a � • -. _._._ . _ r. ! __�. -�� - ,- - ._..__ , .I i ❑ GSIC Holddown Straps to. Rim Joist below, t ; r 1 ! r_i Fortal..Frome ;w/ "5imps;on" 15'622.4 str..aps from 4x;.. . ;post to continous header. rPonHDU2 55TB16 '06 ur 55TB20 6 :2 Four HDU4, 55TB20 5it) g.le pour, 55TB24- 2 -Four COLLECTOR % CHORD- dw ❑- ( ) 16d's per -top, q sp I ice. G516 strop -splices- -r ® Cea +v ,S! ❑ 5T6224 strap splices ' ❑ Drag Truss 1 II 1 --- .V SHEARWALL-S-= -r i 4 1 1 . I i J- I I Mal 3j81,, C.0XTpIy. w/'8d's @ I ��,I.2 'o.c. �_ ❑ 3 goat plaster_ f.__i_y.__- 1_09 _(. _._ ). bd._Iw(_ i . @_.0 . � _), AT _ALL SUP.PORTS,1.. _ �BLOOKED_ _ I j ANCHORI-BOLTS � I i (PI a bL'sr @ 61-011 o.c. w% min. 1 _ '__;_ i _;_ <(2) to b.ls ,per_ wal I._is_ adequate , 1 anchor: bb -Its._@.-. i i - A35 /RBCET RQC_ _CI NONE - REG "D -- :. i J _ No holdown's r;e` 'd i— ---- - ; i 3 .... i I J 0516 Holddown Straps to; Rim Joist below El Rortal Frame w/ "Si'mpson" ;ST6224 straps from 4x' ' post to 6ontinou5' header: ' HDU2, 55TB16 pour, SSTB20 @ 2 Pour ❑ HDU4,---S5TB20 pour, 55TB2.4-- 2 -Pour' y - COLLECTORT"CHORD IN- ❑ ( ) 16d's per top e splice. ❑ G516 strap - sp I ices ❑ ST6224 strap splices ❑ Drag Truss I : : I: ALL5= . , --- SHEAR -WALLS--!- -- : �, • % 17, �o � y I ! f �. '�"�i. � ' 1 . Z. 0 2 / / �;• to .� ' �� � i1 � T� l - I •a I � _ l I i i ' f GI � - i Ila I 3%811 GDX .piy. w% !8a s ,12- I! 1 1 3 coat' plaster ' j - ! .gyp.-:ba_I (_. (;._ f__A AT..ALL 'SUPPORTS -_ ( IBLOCKED #1 I ANCHOR' -BOL' -TS.._---.,. i ; + 2-�- "��' `�%-E•� icr-�.S�-rte 1 �- I ---- - -- .. — - ---. ___ _ _.- --- i , I , 1 n__ --- I_ waI is adec u_ate -- - - --1- - _ _ _ : A35 / RBC , , _ • _ 1-' i i- � A35's - C� •_ � _ _- _; _I _1- • '_ --I-_ _I_ _ _-__._ .__ : __ ___ _ _ �_ f ... ' _i _ � ._�-_ �. _l.__. - __._ .. I 'NONE _REG2.'D _l_ -t- 17 ; -1 r! i _❑ No ho ldo, wn's_rec�'d I ❑ G516 Holddown Straps t6 Rim Joist below ; ' I II ! ' I ' � ❑ Portal' Fr..ame.,w/ ;Simpson ;ST6224..straps from 4x. ; I post-.to-c.ohtinous-header.. ! ' HDU2, SSTB16 i@ 5',"ingle pour, SSTB20 @ 2 Pour ; HDU41-55TB20 -Sing Ie pour, SSTB24- @ 2- Pour p Cl COLLECTOR•% CHORD /q y ❑ (� ) l6d'5 per top. e [l 6516 strap splices ❑ ST6224 strap splices Drag Truss splice - ;--_- - --- - -- -- --- -- - , .__ --- I i • _.� 38/ --! --^3_-coat _I i i I_ -- 0-: C .•._)_gyp._.bd._;wY_-(j"_'---)@�_(; i ), -ALL_:SUFFORTS,i_'BLOCKED.. ANCHORBOL' TS' ' p.__.__._.. Y2 ' II c. w 6 O o..rriln ( I I _ �_ F(2) ;a.b."i. ._f .er.---_ adequate _. -i - � Wall _... 0---•� _�._/2-.-� °-anchor--bo.i.ts.l_��_�_. A35 / RBC ( I •-- --- (9) - p ' ' -r I i __NONE - I I I OVERTURNING..._ ( I i I - 7 _O No _hol(down'S GS16 Holddown Straps to_ Rirm Joist. below I i - i Portal Frame W. '1Simpsion" iST6224 straps. Fr. om 4x, { post to continous- HDU2, SSTB16 Single pour, ;SSTB20 -@ '2 Four + f I ' 0 HDU4; SSTB20- �'-Sif1g le pour; SSTB24-•@ 2 Pour' - - COLLECTOR-ICHORD•-; � •' � � -- - � - - ) 16d's per tope. splice 6516 strap splices - ST6224 strap splices Drag Truss Projdct: Read -Location: GARAGE DOOR HEADER Section Modulus: Roof Beam 106.31 in3 [2015 International Building Code(2012 NDS)] 3.5 INx13.5INx16.6FT 16.66 in2 24F -V4 - Visually Graded Western Species - Dry Use Moment of Inertia (deflection): Section Adequate By: 53.2% 717.61 in4 Controlling Factor: Moment 17353 ft -Ib DEFLECTIONS Center Shear: Live Load 0.33 IN 0602 10434 lb Dead Load 0.34 in DL= Total Load 0.67 IN U299 Tributary Width: Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 2 ft Wall Load: REACTIONS A B 0 Live Load 2078 Ib 2078 Ib RLA = Dead Load 2103 Ib 2103 Ib Total Load 4181 Ib 4181 Ib Bearing Length 1.84 in 1.84 in BEAM DATA Span Length 16.6 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 6 :12 Roof Duration Factor 1.25 MATERIAL PROPERTIES 24F -V4 - Visually Graded Western Species Base Values Adiusted Bending Stress: Fb = 2400 psi Controlled by. Fb_cmpr = 1850 psi FIY = 3000 psi Cd=1.25 Shear Stress: Fv = 265 psi Fv' = 331 psi Cd=1.25 Modulus of Elasticity: E = 1800 ksi E'= 1800 ksi Comp. -L to Grain: Fc - = 650 psi Fc - -L = 650 psi Controlling Moment: 17353 ft -Ib 8.3 ftfrom left support Created by combining all dead and live loads. Controlling Shear: 3680 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 69.41 in3 106.31 in3 Area (Shear): 16.66 in2 47.25 in2 Moment of Inertia (deflection): 432.02 in4 ' 717.61 in4 Moment: 17353 ft -Ib 26578 ft -Ib Shear: 3680 lb 10434 lb StruCalc Version 9.0.1.7 11/17/2015 11:24:14 PM Page ' �2 of Side One: AND LOADS Roof Live Load: LL = 17.3 psf Roof Dead Load: DL= 15, psf Tributary Width: TW = 12:5 ft Side Two: Beam Uniform Live Load: Roof Live Load: LL = 17.3 psf Roof Dead Load: DL= , 15 psf Tributary Width: TW = 2 ft Wall Load: WALL = 0 Non -Snow Roof Loaded Area: RLA = 240.7 olf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 16.6 ft Beam Self Weight: BSW = 10 plf Beam Uniform Live Load: wL = 250 plf Beam Uniform Dead Load: wD_adj = 253 plf Total Uniform Load: WT = 504 plf Project: -Location: FRONT COVERED PORCH HEADER Read Roof Beam Section Modulus: (2015 International Building Code(2012 NDS)] 51.56 in3 5.5INx7.5IN.x11.0FT - #1 - Douglas -Fir -Larch - Dry Use Moment of Inertia (deflection): Section Adequate By: 93.9% 193.36 in4 Controlling Factor: Moment 3324 ft -Ib DEFLECTIONS Center Shear: Live Load 0.11 IN U1252 5844 Ib Dead Load 0.13 in DL= Total Load 0.23 IN U564 Tributary Width: Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A_ B Wall Load: Live Load 545 Ib 545 Ib 0 Dead Load 664 Ib 664 Ib RLA = Total Load 1209 Ib 1209 Ib Bearing Length 0.35 in 0.35 in BEAM DATA Span Length 11 It Unbraced Length -Top 0 It Unbraced Length -Bottom 0 ft Roof Pitch 6 :12 Roof Duration Factor 1.25: MATERIAL PROPERTIES #1 - Douglas -Fir -Larch Base Values Adiusted Bending Stress: Fb = 1200 psi Fb' = 1500 psi Cd=1.25 CF=1.00 Shear Stress: Fv = 170 psi Fv' = 213 psi Cd=1.25 Modulus of Elasticity: E = 1600 ksi Comp. -L to Grain: . Fc -1= 625 psi E'= 1600 ksi Fc - -L = 625 psi , Controlling Moment: 3324 ft -Ib 5.5 ft from left support Created by combining all dead and live loads. Controlling Shear: -1088 Ib At a distanced from support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 26.59 in3 51.56 in3 Area (Shear): 7.68 in2 41.25 in2 Moment of Inertia (deflection): 61.69 in4 193.36 in4 Moment: 3324 ft -Ib 6445 ft -Ib Shear: -1088 Ib 5844 Ib StruCalc Version 9.0.1.7 11/17/2015 11:31:17 PM 1page I f of Side One: Adjusted Beam Length: Ladj = Roof Live Load: LL = 18 psf Roof Dead Load: DL= 15 psf Tributary Width: TW 99 Side Two: Beam Uniform Dead Load: wD_adj = Roof Live Load: LL = 18 psf Roof Dead Load: DL= 20 psf Tributary Width: TW = 3.5 It Wall Load: WALL = 0 Non -Snow Roof Loaded Area: RLA = 60.5 Of SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 11 ft Beam Self Weight: BSW = 9 plf Beam Uniform Live Load: wL = 99 plf Beam Uniform Dead Load: wD_adj = 121 plf Total Uniform Load: WT = 220 plf Project: Read Location: REAR COVERED PORCH HEADER Section Modulus: -Roof Beam 84 in3 _ [2015 International Building Code(2012 NDS)] 5.68 in2 3.5 IN x 12.0 IN x 17.5 FT Moment of Inertia (deflection): • 24F -V4 - Visually Graded Western Species - Dry Use 504 in4 Section Adequate By: 214.8% 6101 ft -Ib Controlling Factor: Deflection Shear:., 1255 Ib DEFLECTIONS Center - 87 Live Load 0.17 IN U1254 LL = 18 Dead Load 0.20 in Roof Dead Load: DL= Total Load 0.37 IN U567 psf Tributary Width: Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 2 REACTIONS A B Wall Load: • WALL = Live Load 630 Ib 630 Ib Non -Snow Roof Loaded Area: Dead Load 764 Ib 764 Ib 70 plf Total Load 1394 Ib 1394 Ib Bearing Length 0.61 in 0.61 in BEAM DATA Span Length 17.5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 6 :12 Roof Duration Factor 1.25 MATERIAL PROPERTIES 24F -V4 - Visually Graded Western Species Base Values Adjusted Bending Stress: Fb = 2400 psi Controlled by: Fb_cmpr = 1850 psi Fb' = 3000 psi Cd=1.25 Shear Stress: Fv = 265 psi Fv' = 331 psi Cd=1.25 Modulus of Elasticity: E = 1800 ksi E'= 1800 ksi Comp. -L to Grain: Fc --L= 650 psi _ Fc -1' = 650 psi Controlling Moment: 6101 ft -Ib 8.75 ft from left support Created by combining all dead and live loads. Controlling Shear: 1255 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 24.4 in3 84 in3 Area (Shear): 5.68 in2 42 int Moment of Inertia (deflection): • 160.12 in4 504 in4 Moment: _ 6101 ft -Ib 21000 ft -Ib Shear:., 1255 Ib 9275 Ib StruCalc Version 9.0.1.7 ` 11/17/2015 11:29:37 PM page of Side One: pn .Roof Live Load: LL = 18 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 2 ft Side Two: Beam Uniform Dead Load: - 87 Roof Live Load: LL = 18 psf Roof Dead Load: DL= 20 psf Tributary Width: TW = 2 ft Wall Load: • WALL = 0 Non -Snow Roof Loaded Area: RLA = 70 plf pn SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 17.5 ft Beam Self Weight: BSW = 9 plf Beam Uniform Live Load:. wL = 72 plf Beam Uniform Dead Load: wD_adj = 87 plf Total Uniform Load: WT = 159 plf Project: Location: MASTER BEDROOM WINDOW HEADER Roof Beam 015 International Building Code(2012 NDS)] 5.5 IN x 7.5 IN x 6.2 FT S #1 - Douglas -Fir -Larch - Dry Use Section Adequate By: 95.4% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.04 IN U2025 Dead Load 0.04 in Total Load 0.07 IN U1009 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A B Live Load 1060 Ib 1060 Ib Dead Load 1067 Ib 1067 Ib Total Load 2128 Ib 2128 Ib Bearing Length 0.62 in 0.62 in BEAM DATA Span Length 6.2 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 6 :12 Roof Duration Factor 1.25 MATERIAL PROPERTIES #1 - Douglas -Fir -Larch StruCalc Version 9.0.1.7 11/17/2015 11:27:03 PM L Adjusted Beam Length: Base Values Adjusted Bending Stress: Fb = 1200 psi Fb' = 1500 psi 9 Cd=1.25 CF=1.00 Beam Uniform Live Load: Shear Stress: Fv =. 170 psi Fv' = 213 psi Beam Uniform Dead Load: Cd=1.25 344 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp. -L to Grain: Fc -1= 625 psi Fc -1 = 625 psi Controlling Moment: 3298 ft -Ib 3.1 ft from left support Created by combining all dead and live loads. Controlling Shear: -1702 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Rea'd Provided Section Modulus: 26.38 in3 51.56 in3 Area (Shear): 12.02 in2 41.25 in2 Moment of Inertia (deflection): 34.5 in4 193.36 in4 Moment: 3298 ft -Ib 6445 ft -lb' Shear: -1702 lb 5844 lb StruCalc Version 9.0.1.7 11/17/2015 11:27:03 PM L Adjusted Beam Length: Ladj = 6.2 It Beam Self Weight: BSW = 9 plf Beam Uniform Live Load: wL = 342 plf Beam Uniform Dead Load: wD adj = 344 plf Total Uniform Load: WT = 686 plf