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Plans r . Eichler Construction J. T. Smith Companies Brownstone At The Crossing SUBMITTALS FOR A ROOF TRUSS ' 6100 Fupoc(2.,--ecc4A City of Tigard A• •roved Plans By s:, Date (f17117--- REVISION July 18, 2012 OFFICE COPY PRECISION TRUSS & LUMBER \ C. Oscar Trigueros Any questions please call me @ 503-519-6663 • B3 BCSI—B3 SUMMARY SHEET — PERMANENT RESTRAINT/BRACING OF CHORDS & WEB MEMBERS B3 Spans over 60' may require complex permanent bracing. Please always consult a Registered Design Professional. __ 0 The TDD provides information on the assumed support for the bottom chord. I ALWAYS DIAGONALLY BRACE THE CONTINUOUS LATERAL RESTRAINT! Disregarding permanent restraint/bracing is a major cause of truss field performance P PPo Gable End Frames and Sloped Bottom Chords \ problems and has been known to lead to roof or floor systems collapse. El TDD proves information sobre el Saporta supuesto para la cuerda inferior I iSIEMPRE ARRIOSTRE LA RESTRICCION LATERAL CONTINUA DIAGONALMENTEI Armazones Hastiales Y Cuerdas Inferiores Pendientes ',CIA?Descuidar el arriostre/restriction permanente AS una cause principal de B.Individual Web Member Reinforcement problemas d',rIA?De cui del truss st Campo y lfabia manent a llevar al use bam d e del 0 Install bottom chord permanent lateral restraint at the spacing indicated on the TDD B.Refuerzo de Miembros Secundarios Individuates H The gable end frame should always match the profile of the adjacent trusses to permit installation sistema del a ran o piso. and/or by the building designer with a maximum of 10'(3 m)on-center. T•,L-,Scab,I-,U-Reinforcement,proprietary metal reinforcement and stacked web products provide an of proper bottom chord plane restraint&bracing unless special bracing is designed to support the o, A alternative for resisting web buckling. end wall. o R -Spans over 60'(18.3 m)may require complex permanent bracing.Please always Instate restriction lateral permanente de la cuerda inferior al espaciamiento indicado T-,L-,costra,I-,U-Refuerzo,refuerzo de metal patentando y productos de miembros secundarios El armazon hastial siempre debe encajar el perfil de los trusses contiguous para permit*.la insta- m' consult a registered design professional. en el TDD y/o por el disenador del edificio con un maxima de 10 pies en el Centro. a ' -.Tramps sabre 60 pies pueden requerir arriostre permanente complejo.Por favor, amontonados proveen una alternative para resistir el forcer de los miembros secundarios. lidos de restriction y arriostre apropiada de!a cuerda inferior a menos que arriostre especial es c siempre consulte a un profesional registrado de disen"o. - disen"ado Para soportar fa pared de extreme. 2 ffi Diagonal bracing. tr Bosom �� RESTRAINT/BRACING MATERIALS&FASTENERS Attach to each ��=` . chord ,, — ° MATERIALES Y CIERRES DE RESTRICCION/ARRIOSTRE truss. ��'` plane `�iml•�iIial`T . — =� �� °erg �_1�► ,I� \— �t El Commonly used restraint/bracing materials include wood structural panels,gypsum board sheath- Bottom chords 3► �� ! `lam �. ��1111 ing,stress graded lumber,proprietary metal products,and metal purlins and straps. N___-:.-- I� `'\< �� $ Materiales contuses de arnostrar/res[ringir incluyen pansies estructurales de madera,entablado 111111-11. Metal Stacked I I ' , nI,I� 4 n'c de yeso,madera graduate por esfuerza,productos de metal patentanos,y vigas de Saporta y ` ;:� T-Reinforcement ®Scab Reinforcement El Product Web — I 1I I,' liras de metal. �� Reinforcement Exam le of raked gable end wall ,I , u - Lateral restraint 2x4x12' Truss Member typ R I�,,, "' °"j- -�� (with scissors gable end frame) ^I N °111-.'.I:,... o MINIMUM ATTACHMENT REQUIREMENTS FOR LUMBER RESTRAINT/BRACING'? ` ` 2 " <_1 g , _ = 520, or greater lapped over two 0 The following table may be used unless more specific information is provided. Lumber Size Minimum Nail Size Minimum Number of (3 m <_1O trusses.Attach lateral restraint La siguiente tabla puede ser usada a menos que information mas especifica esta provista. A 4,,,-vlu --avIi Using a Oat bottom chord gable end frame with adjacent trusses that have sloped Nails per Connection ( m) s10 m) to each truss. bottom chords is prohibited by some building codes as adequate bracing of this condition is dif- .2 Am) 510' WEB REINFORCEMENT FOR SINGLE PLY TRUSSES' ficult and sometimes impossible.Special end wall bracing design considerations are required by v AFL stress-graded 10d(0.128x3") , m) Note:Some chord and web members the building designer if the gable end frame profile does not match the adjacent trusses. E 12d(0.12823.25') 2 not shown for clarity. Size Type a Sine of Web Minimum Minimum Fell)yr ,�El use de un armazon hastal de la cuerda inferior con trusses Conti'ups cuales o 16(1(0.1310.5") l'I,I, Specified of g K. Reinforcement Grade of Web Length of Web Connection of Web lianas Cuerdas inferiore5 pendientes es m Lateral restraint and diagonal bracing used to brace the bottom chord plane. CLR Truu -- Reinforcement Pe prohibido por algunos codigos de edificios specie ar- 2x6 stress-graded 10d(0.128x3") _�� L Scab' I Reinforcement Reinforcement to Web riostre adecuado de alto condition es difitil y a veces imposible.Consideraciones especiales de s A 12d(0.128x3.25') 3 3. PERMANENT BRACING FOR THE WEB MEMBER PLANE diseno pars el arriostre de!a pared de extreme son requeridos por el disenador del edificio si el 16d(0.131x3.5") 3. ARRIOSTRE PERMANENTE PARA EL PLANO DEL MIEMBRO SECUNDARIO 2x4 2x4 2x4 2x4 I 4o»=of web or perfil del armazon hastial no hate juego con los trusses contiguos. f ' Other attachment requirements may be specified by the truss designer or building designer. Web member permanent bracing collects and transfers buckling restraint forces and/or lateral 1 Row 226 2x6 2x6 2x6 Same species extend to within o, q y y g g gypsum board p g g 2x8 2x8 2x8 2x8 and grade or 6"(150mm)ofend 16d(0.131x3.5") PERMANENT BRACING FOR SPECIAL CONDITIONS ' The gradeisize and attachment for bracing materials such as wood structural panels, E proprietary metal restrainVbracing products.and metal()Wins and straps are provided by the building designer loads from wind and seismic forces.The same bracing can often a used for both r functions. 2(4 — -- --- 2-2x4 better than of web member, nails @ 6^(150 mm) ARRIOSTRE PERMANENTE PARA CONDICIONES ESPECIALES p p Arriostre permanence de los miembros secundarios recogen y pawn fuerzas de restriction de whichever is on-center= m o forcer /o cargas laterales de viento fuerzas sismicas.A menudo el mismo arriostre puede ser 2 Rows 2x6 --- --- --- 2-2x6 web member Sway Bracing—Arriostre de"Sway" on N Y 9 y P greater PERMANENT BRACING FOR THE VARIOUS PLANES OF A TRUSS usado para ambos funciones. 2x8 -- -- --- 2-2x8 0 "Sway"bracing is installed at the discretion of °I! F I= Top 'Maximum allowable web length is14'(4.3m). the building designer to hel stabilize the truss system ARRIOSTRE PERMANENTE PARA p TFnr Scab Reinforcement use 2 rows of minimum 10tl ) Chord Individual Web Member Permanent Restraint&Bracing (0.120x3"nails at 6"150 mm on-tamer to attach reinforcement to web. and minimize the lateral movement due to wind and r,•. \\ - VARIOS PLANOS DE UN TRUSS 4f F, plane Restriction y Arriostre Permanente de Miembros Secundarios Individuates seismic loads. _' `� Z Permanent bracing is important because it, Web [✓] Check the TDD to determine which web members(if any)require restraint to resist buckling. PERMANENT LATERAL RESTRAINT AND DIAGONAL ' I 1 WEB REINFORCEMENT REQUIRED 1 • Arriostre de"sway"alto instalado por la discretion del = �►� a)prevents out-of-plane buckling of truss member Revise el TDD para determinar cuales miembros secundarios(si algunos)requieren restriction BRACING REQUIRED _ I_ disenador del edificio pars ayudar en estabilizar el sistema / • `1 members, plane 4 pars resistir el tarter. & - I.: •C 1 de trusses y pars minimizar el movimiento lateral debido a b)helps maintain proper truss spacing,and ■ One restraint required ®yt(� cargas de viento cargas sismicas. N •�"�� , on each of these webs. _ ^F ►`� u` `_;69 °5 g y g i c)resists and transfers lateral loads from a► 0 Restrain and brace with, �,1 - = o.su. s 2 E �- Una restriccien es Sway bracing installed continuously across the building also wind and seismic forces. I-ear A.Continuous lateral restraint&diagonal bracing,or — --- rensoeceur.T ,,-., Y 9 Y a �� ► �� - requerida en cada :�1,�r�+� i El arriostre t► B. re•eEnrenza permanence es importance �� B.Individual member web reinforcement. de estds miembros serves to distribute gravity loads between trusses of varying Restrinja arriostre con, secundados. ° • DE SCABS ', stiffness. ,4, rque, �Ir�� 1 y�impide el tarter fuere-de piano de Los ∎' A.Restriction lateral continua y arriostre diagonal,o RESTRICCION LATERAL PERMANENTE Y ARRIOSTRE 4 _ ".k^.,_ ,.,„,5� 4 Arriostre de"sway”que es instalada continuadamente al travel del edificio tambien es usado B.Refuerzo de miembros secundarios individuales. DIAGONAL ES REQUERIDO REFUERZO DE MIEMBRO SECUNDARIO REQUERIDO i para distribuir las cargas de gravelled entre trusses de rigidez variando. v miembros del truss, Q Q b)ayuda en mantener espaciamiento O :0ttom A.Continuous Lateral Restraint(CLR) Permanent Restraint/Bracing for the Top Chord in a Piggyback Assembly apropiada de los trusses,y chord &Dia anal Bracing �/ Restriction/Arriostre Permanente pare la cuerda Superior en un Ensamblaje de o c)resists plane g g - _---�`— E1 Some truss manufacturers mark the locations of the web lateral restraint or reinforcement on the y pass las cargas laterales de p Structural A.Restriction Lateral Continua(CLR)y Arriostre - truss using tags. Piggyback m E 3g 0 viento y fuerzas sismicas aplicadas al sheathing Diagonal Algunos fabricantes de trusses marcan en el truss las ubicaciones de refuerzo o restriction lateral • Z Provide restraint and bracing by: Repeat diagonal bracing sistema del truss. on top chord Q Attach the CLR at the locations shown on the TDD. de miembros secundarios con etiquetas similares a las auntie. •using rows of 4x2 stress-graded lumber R"'1 at 10'(3 m)intervals i m El Trusses require permanent bracing plane CLR and diagonal bracing,or along the run of trusses,or g Sujete el CLR en las ubicaciones mostrados en e/TDD. Web Member Plane Permanent Building Stability Bracing to Transfer Wind&Seismic Forces g 9r as specified. 1 CLR(green) E within ALL of the following planes: • the CLR into the roof P ,111 (9 1 n9 P El Install the diagonal bracing at an angle of less-than-or-equal-to 45°to the CLR and position so Arriostre de Estabilidad Permanents del Edificio del Plano de Miembros Secundarios para •1)11. , at<the 1.Top chord plane ,}:. that it crosses the web in close proximity to the CLR.Attach the diagonal brace as close to the Des Lazar Fuerzas de Viento Fuerzas sismicas diaphragm,or Uli1�l .\ a • 2.Bottom chord plane - p ry g p y •adding structural sheathing or bracing ■4�1�� •EI spacing o v P ► top and bottom chords as possible and to each web it crosses.Repeat every 20'(6.1 m)or 4�� ► specified 3.Web member plane ,-.:. .,,4!. less.Instate el arriostre diagonal a un an ulo menos de o igual a 45 rotas a/CLR to coloque Z The web member restraint or reinforcement specified on TDD is required to resist buckling due frames,or �'Ma ;g 9 9 9 9 y o4 on the truss Trusses requieren arriostre permanente era que truce/a cuerda mu Carta del CLR.Sujete el arriostre diagonal canto Centeno a las to axial forces caused by the in-plane vertical loads applied to the truss.Additional restraint and ••some other equivalent means. �; __ dentro de TODOS los siguientes pianos: p q y J y posible a cada cuerda que to cruza. bracing is typically required to transfer lateral forces due to wind and/or seismic.This restraint Proves restriction y arriostre por: 7 hI=� ��d design .2 g p Cuerdas superiores y inferiores como sea posible sea y q l i �. drawing 1.Plano de la cuerda superior Re its cada 20 (6.1 m)pies o metros, and bracing is typically provided by the building designer. •usando files de 4x2 CLR madera grad- �,h��i= p z�� E 2.Plano de la cuerda inferior p ( )P 1 t ° �' La restriction o refuerzo de miembros secundarios especlfirada en un TDD es requerido pars uada por esfuerza y arriostre diagonal,o }r a 3.Plano del miembro secundario - resistir el touter bajo fuerzas axiales causadas por cargas verticales aplicadas al truss.Restriction •conectando el CLR al diafragma del I ' -,�_ E t EXAMPLES OF DIAGONAL BRACING WITH CONTINUOUS • y arriostre adicional es tipicamente requerido pars polar cargos laterales debidas a fuerzas de echo,o u°e A C \NNII2 Without permanent bracing he truss,or a portion of its members,will buckle(i.e., LATERAL RESTRAINT m g p0 ( , _ viento y/o fuerzas sismicas.Fsta rest,iccion y arriostre es tipicamente provista por el disen"odor •anadiendo entablado estnxturel o arm <45°bP fall)at loads far less than design. Conhnuous zones de arriostre,o s n" Permanent continuous del edificio. niAluRIEL2 Sin el arriostre permanente,del truss o un parts de los miembros,torceran(ej.fat- "!�`1 at restraint �` lateral restraint •algunos afros metodos equivafentes. m' o �► ' �A.• Diagonal brace to roof diaphragm blocking o 0 loran)de cargas muchas metros que las cargas que el truss es disenado a Ilevar •�•.. •�� El Refer to the TDD for the maximum assumed s spacing for attaching the lateral restraint(e.g. qi Diagonal �� ;••�� _ 4 P 9 9 ( ° 1. PERMANENT BRACING FOR THE TOP v R 1 bracing �. �, ;` �`i Gable end 11111111;•,,,,e, punins)to the[op chord of the supporting truss. w/ ` �� • ' �? frame Refiere al TDD ra el es ciamiento maxima su uesto:,r= f pa pa p pare su star la res[coion lateral a la 1• PLANO DE LA CUERDA SUPERIOR L �ws;�� s Pudins 1 -` �� EttlI�l� \ rll�j IJ N CHORD PLANE A. _ ��r� _ �` ��`---"--414- 1,,......-N,--.I'`au• Root cuerda superior del truss soportante. Cap IIII P ( ) �,,\• 1' ` \ •_∎� � t, diaphragm • The TDD provides the assumed thickness 1 trusses w Use plywood,oriented strand board(OSB), ` �` " diaphragm P 41i1 r o or wood or metal structural purlins that are ► `� 520 � of the restraint and minimum connection -11%;‘,„,,_•.... m.. properly \ �T�r♦ . (6.1 m) Horizontal requirements between the cap and the sup- n i►�, braced.Attach to each truss. ,+ �i ,ia, em, Use contrachapado,panel de fibres orientadas ` ` porting truss or restraint. �`�!;rl, CLR required only Note:Top chord _� L-reinforcement Po 9 t. (058),o vigas de Saporta de madera o metal �_ -�� y Group of 3 Trusses Note:Some chord and web members sheathing not shown �� / � —•I El TDD proves el grosor supuesto de la re- �. A bracing frame or 9l .`� not shown for clarity. for clams. )/ striccion y los requisites de conexion minimal structural sheathing `B que son arriostrados apropiadamente.Sujete a s installed intermit- $ cads truss. I. • �' Structural entre la cape y el truss soportante o la restric- /� -5 Diagonal"X'bracing in the top chard plane at `�/ � —— sheathing 0 Some truss designers provide general Bottom chord Lon. to 1tty o The Truss Design Drawing(TDD)provides intervals specified b the building designer Dia anal lateral restraint Bracing frame ¢a p by 0 g g design tables and details to assist the information on the assumed support for the top chord. I / brace El If die anal bracing is used to restrain the or structural & El Dibu)o del Diseno de Truss ODD) • I building designer in determining the brat- g g �� E J ( )proves information ` Gable end/wall permanent diagonal sobre e! r . ing required to transfer lateral loads due to P O CLR(s),repeat at 10'(3 m)intervals,or as sheathing o a Saporta supuesto para la cuerda superior. lel �� D iagonal bracing.Locate in line with bottom chord s cified in the construction documents. g Lateral wind and/or seismic forces from the able Pe �ar_ Supportin El Fastener size ands acin r uirements and rode for � ��+ 'I restraint end frame into the roof and/or ceiling permanent CLR or as specified by the g p g 16.■.Na i r j�\tiusses g o spacing g �+� R� braces ceiling building designer. Si arriostre diagonal es usado era restringir �,1 the sheathing,purlins and bracing are provided in the -1 diaphragm. el/los CLR(s),repita en intervalos de 10 Vie,•==� • building code and/or by the building designer. �, Algunos diseriadores de trusses proveen tablas pies o como especificado en los documen -:••04,,,,:r- e�.�=�. El tamano de cierre cos de construction. ■ ��+ e y requisites de espaciamiento y �I y detalles de drsefio generates pars asistir el disenador del edificio en determiner el arriostre re- =�� e V redo Lateral restraint Group of 2 Trusses g pare el entablado,vigas de soporte y arriostre p querido para polar cargas laterales debidas a fuerzas de viento y/o fuerzas sismicas del armazon ^ 2 son provistos en el codigo del edificio y/o por el tisane- Directly hastial al diafragma del techo. To view a non-printing PDF of this document,visit www.sbcindustrv.com/b3• E i dor del edificio. attached Para ver un PDF de este documento que no se puede imprimis visits www.sbcindustry.com/b3. a rigid ceiling Q Lateral restraint&die oral bracing can also be used with 2. PERMANENT BRACING FOR THE BOTTOM CHORD PLANE 9 9 � 2. ARRIOSTRE PERMANENTE PARA EL PLANO DE LA CUERDA INFERIOR small groups of trusses(i.e.,three or less).Attach the SBC —. Ye r 0 Use rows of continuous lateral restraint with diagonal bracing,gypsum board sheathing or some lateral restraint&diagonal brace to each web member that they cross. other rows continuo continuous lateral of restraint with diagonal a diaphragm. Restriction lateral y arriostre diagonal tambien puede sir usado con grupos pequenos de trusses ASSOCIATION w000TRue,eu•M TRUSS PLATE INSTITUTE Use files ceiling restriction capable continua functioning con gas a diaphragm.phragnal,entablado de yeso o cualquier afro (ej.tres o metros).Sujete la restriction lateral y el arriostre diagonal a cada miembro secundario 5300 Enterprise Lane•Madison,WI 53719 218 N.Lee St.,Ste.312•Alexandria,VA 22314 qua los crazes. 608/274-4e49•www.sbcindustry.com 703/683-1010•www.[pinst.org material para techo que puede funcionar como un diafragma. 83WE811x17 110210 RESTRICCION/ARRIOSTRE PERMANENTE DE LAS CUERDAS Y LOS MIEMBROS SECUNDARIOS Vanos mas de 60 pies pueden requerir arriostre permanente complejo. Por favor, siempre consulte a un Profesional de Diseno Registrado. h www.kcmetals.com For Product Substitutions...the ONLYAPPROVED EQUAL"' KC` NAIL SCHEDULE a i 1 '.' DESIGN LOAD(LBS)... — HT REF NO MATERIAL LATERAL k STK NO . UPLIFT +.•RAFTER I PLATES , STUD ',1;..:11133.%).?: F'(133%) aP(103%)!. ,I•A Hit H1 18 ga pal 6-8d x Ph j 4 11d — 495 490 170 HT1 • y 4) HT2 H2 18 pa pal 5-114 5-8d 955 — — HT2/90' I HCP2 18 p pal 6.10d x 1'% 6.1Dd x 1 — 635 915 — .x f j1; NT2.5 R2.5 18 pa gal 5-8d I 41a 6-8d 1 — 475 170 170 -. VI 4,`;,t;, i' HT3 H3 18 ga gal 4.8d I 4.8d ! — 475 170 170 u - 71, • HT4 1 H4 18 ga gal 4-8d r 4.8d I — 365 170 170 4i';� Fi HT4/DO' I HCP4 18 pa pal 8-10d 8.10d I — 1005 315 — tit HT5 H5 1 18 ga gal 4.11d 4-8d — 475 I 130 170 i' . 1 ltd i a I' HIS I HB 116 pa pal — I 6-8d 5-8d 955 C 715 — � 4�\ Jt:�`' HT7 H7 18 Oa pal 1.8d 2.8d 8.8d 930 475 — T.'' •X HT8 I H8 18 pa pal 5.10d:1% 5-10d:1% F — f 620 � HT1O 1 HID 18 pa gal 6-8d:1% 8-8d:1% — 910 590 525 `� . HT1OR H1OR 18 pa gal 8-3d x 1% 0-Sd a 11/2 — 910 590 525 ,( HT10-2 1 H16-2 18 pa pal 6-10d r 6.104 — 750 590 430 HT11 I H11Z 18 pa gal 6-16d:2% ! 6.16d x 2% I — 850 590 775 HT2.5 L! (HT3 Similiar) r 7 HT6 i. kite . v k-'...7, - ms's f,:''-'r � F�yl;'i.1;7": ^. r \ .:"--:----::":.',■.e.,f'::!''' ri,r".:4', l(g‘ "4:411141111 !,;,411001 ,;:.• F HT5 HT8 � + j; e!...0:2$1':;:i.:i:iii,,,.:,,tt.. (HT4 SImIllar) ' '0 i zt 1::.,:.,. f• HT10 \� �� t7 j��" '.•-•e, ,e,..ficro tot d: .,,,-...„.7.,I \ 4 • .„, „„, ,, .. ,. ...„,,.i., A 4,,..,i..,.;.;.,.,,:t..(-- .7.,--A; i';.• , '",?;;,,f4J':', -:. :,�. l��-� (HT4/90°Similiar) { �L\`� For Product Substitutions...the ONLY APPROVED EQuALTM TC DESIGN LOAD(Las) TCL MAK(19996) DIMENSIONS(INCHES) NAIL•SCHEDULE , - 7 ; 7'4 F1 TCD it No REF NO _ WITHOUT GAP WI�FI OAP 1 I k I `r F2 TCH r 7 Y! 1 w_9'140 ` 0 W H TRUSS I PLATE F' P 7 F'. "F2.' `IIh.k*' TC STC 1Y� 1Ti5 2xYi r 1 Sd i z-ee I es I 110 40 40 -';r J.I k 7p + 1 TCL STCT 1'/� 1% 4'%l 1.8d 2-8d — — — jt �`Fr TCO OTC 214 1$'i I 2�✓i 2.8d d-Bd j 215 215 I 110 I 110 7 *1v�,4,�TC e '':I' !- Y S7 I I s 1 L.. {{.571'J / 1P.. ;. - TCH HTC4 39'ia I 2 I 315 13.10d 16.10d I 395 I 315 I 100 I 315 t � a 31 3 . TCD ® METAL PRODUCTS INC. ®1'.nnurinht K!'®MFTAI PRlfIIf:TC IIJf: Hl x For Product Substitutions...the ONLYAPPROVED EQUALTM www.kcmetals.com KC DIMENSIONS(INCHES) NAIL SCHEDULE DESIGN LOAD UPLIFT REF NO JOIST SIZE STX NO D W I H HEADER JOIST NORMAL LBSI MAX LBS 'LBS STP STP24 LUS24 I 2 x 4 - 134 ! 13 is 316 4-164 2-104 x 11/2 535 I 670 250 STP26 LUS26 I 2 x 6,8 I 13/4 1%e I 43/4 I 6.164 4-104 x 11 790 I 990 495 0 STP28 LUS28 2 x 8,10 13/4 13's 6% 8-16d 14.10d x 1+1 1055 I 1320 490 STP210 I LU3210 Y 110,12,14 I 13/4 I 13'e I D+ e i 10.164 4-104 x 11/I 1320 I 1415 490 STP24-2 LUS24-2 (2)2 x 4 ! 2 3'h 314 F 4.164 2.10d I 530 660 I 295 STP26-2 LUS26-2 I (2)2 x 6,8 I 2 I 31/2 I 4% I 8-10d 4-104 1 1055 1320 525 J Y, STP26-2 LUS26-2 j (2)2 x 8 2 31/2 7 I 12.18d 6-10d 1585 1990 880 STP28-3 1.11628-3 I (3)2 x 8,10,12 2 I 4% I 6% 12-164 6-104 I 1585 I 1990 880 STP210.2 LUS210-2 (2)2 x 10,12 2 31/2 9 16-16d 8-104 1 2075 2075 1170 STP214-2 LUS214-2 I (2)2 x 14 I 2 384 I 1013 iie I 20-164 10-104 2075 2075 1465 \ STP44 LUS44 1 4 x 4 2 The 3 1 4.16d 2.10d 530 660 295 STP46 LUS46 I 4 x 6,8 I 2 I 39' _ 4% I 6-164 4.10d 1055 1320 585 1 STP48 1 LUS48 ' 4 x 8 2 I 331/26 854 i 12-164 i 8-10d 2110 2170 880 STP21 O STP410 LUS410 I 4 x 10,1204 2 Wie 8/ 16.184 8-10d 2170 2170 1170 STP414 LUS414 1 4 x 12,14 2 334e 1 103/4 20.164 10-104 I 2540s 3000 1465 HTP For Product Substitutions...the ONLY APPROVED EQUALTM HTPR L�� Kt' ' ' DIMENSIONS(INCHES) NAIL SCHEDULE DESIGN LOAD OP'' a hr REF NO JOIST SIZE j.;.+L STK NO D W , H HEADER JOIST NORMAL LBS MAX LBS L8S t, � '''''''11°,51';V. HTP26-2 HUS26-2 I (2)2 x 6 2 31/2 53/4e I 8-184 4.10d 1070 1340 595 \ 1 HTP28-2 HUS28-2 (2)2 x 8 2 3/A 73Y+e 12-164 8.104 1585 1990 695 \`+� "},j 'ft' ;;,. "a H7P210-2 I HUS210-2 (2)2 x 10 2 31rft 93/46 16-164 8.104 2075 2075 1195 \ ;, r( HTP212-2 HUS212-2 (2)2 x 12 2 31/6 104 20-164 10-104 2075 2075 1490 ' ''' tit. (\` HTP46 HUS46 4 x 6 2 34,1s I 5 1 8-164 4-104 1070 1340 595 ;.yal', ; IRP48 HU848 4 x 6 2 38/46 7 12.164 6 104 2170 2170 895 �\? 7t�1 ' ```� HTP410 HUS410 4 x 10 2 3B/,e 9 10-164 8-104 2170 2170 1195 `` ' HTP412 HUS412 4x12 2 33/,6 101/18 20.164 10-10d 2700 3000 1490 HTP412 For Product Substitutions...the ONLY APPROVED EQUALTM HTPTF KC DIMENSIONS(INCHES) NAIL SCHEDULE DESIGN LOAD HTPTFR REF NO JOIST SIZE UPLIFT O 1 1 STK NO 0 W H TF HEADER JOIST NORMAL LBS MAX LBS LBS pr,',✓� HTPTF26-2 HUS26.2TF 2 2 x 8 2 31/2 536 2% 10-164 4-10d 3185 3295 595 +r� HTPTF28.2 HUS28-2TF (2)216 2 3% 7%4 2% 12.16d 6-104 3460 3580 _ 595 ` . HTPTF210-2 HUS210-2TF (2)2 x 10 2 3116 9'h 21/4 I 16-184 8-10d 3635 3860 1190 \ `ra J,A�HTPTF212.2 HUS292.2TF (2)2 x 12 2 31/5 111h 216 20-154 10-10d 3860 4140 1490 p d"h HTPTF214.2 HUS214-2TF (2)2 x 14 2 31/6 131/ 21/ 24-164 10.10d 3860 4140 1490 i HTPTF48 HUS46TF 4 x 8 2 394e 5316 2% 10-16d 4-10d 3185 3295 ' 595 \ 1 i HTPTF48 NUS48TF 4x0 2 3B/m 7Ys 21/4 12-164 6.104 3160 3580 895 • r :61;� HTPTF410 HUS410TF 4 x 10 2 3B/ie 91/4 216 16-164 8-10d 3635 3860 1190 \ t h, / HTPTF412 _ HUS412TF 4 x 12. 2 33'. 11+i6 2% 20-16d 10-10d 3860 4140 1490 \ i•J`- HTPTF414 HUS414TF 4 x 14 2 33As 1315 21/2 24-164 10.10d 3860 4140 1490 HTPTF414 HDTP - For Product Substitutions...the ONLY APPROVED EQUALTM KC* DIMENSIONS(INCHES) NAIL SCHEDULE DESIGN LOAD UPLIFT STK NO REF NO JOIST SIZE LBS 0 W: H HEADER JOIST NORMAL LBS MAX LBS HOTP28 HUS26 2 X 6,8 3 1% 515 14-16d 6.10d x 11% 1990 2485 815 D HOTP28 HUS26 2 X 8,10 3 1% 7 22-164 6-10d x 11% 3125 4900 1085 P; . ---,:-- HDTP210 HUS210 I 2 X 10,12 3 134 0 30-164 I 10.10d x 1'/4 4260 5325 1360 �l ° NOTP26-2 HHUS26-2 (2)2 X 61russ j 3 3T/u 5 14-16d 6-10d 1990 2485 965 % HOTP28-2 HHUS26-2 (2)2 X 8 truss 3 3T/s 7 22.16d 0-104 3125 4900 1285 ° HDTP210-2 HHUS210-2 (2)2 x 10 Truss 3 3TRs 9 30-16d 10.10d 4260 5325 1610 HOTP21O.3 HHUS210-3 (3)2 x 10 truss 3 1 41+/. 9 I 30.16d 10-184 4260 5325 1610 wo ,HDTP210.4 HHUS210.4 l (4)2 x 10 truss 3 615 ! 9 30-16d 10.184 4260 I 6325 1610 • 0 HDTP46 HHUS46 4 x 6 truss 3 1 3% 515 14.16d 6-10d 1990 I 2485 965 H DTP210 HOTP18 HHU840 I P s 8 truss 3 i 334 7 22.164 8-104 3125 I 4900 1285 HOTP410 HHUS410 4 x 10 truss 3 3% 9 30.164 10.104 4260 5325 1610 to IffrATIIMMIIMI I SIMPSON FTA/EFTA FLNOOR TIE HORS • ,, r _ Designed for use as a floor-to-floor tension tie,one FTA replaces two comparably sized HDs and the threaded rod. .■ The LFTA Light Floor Tie Anchor is for nailed installations. ,. , 4. MATERIAL:See table £ FINISH:LFTA-galvanized;FTA-Simpson gray paint , 1h'V INSTALLATION:•Use all specified fasteners.See General Notes. i •Washers required on side opposite FTA for full loads. Typical FTA ist •Nail holes between floors allow preattachment to the joist during Installation �i! k s.'-,..,41 L d installation;these nails are not required. . z, OPTIONS:•FTA may be hot-dip galvanized;specify HDG. :- ` °``` FTA •The standard model's clear span of 17•will accommodate up to "..~• t t a 1r joist.The clear span of the FTA may be increased with a t• ;, k corresponding increase in overall length. - CODES:See page 10 for Code Listing Key Chart. Dimensions Fasteners I Uplift Loads' Loads' (Total) Allowable Up ft Loads (133) Allowable Uplift Loads (160) Model 6a Avg Code lb. Max Clear UN Vertical Member Thickness vertical Member Thlclmess L Oty Die LFTA' EFTA= Ref. Width span 12 2 2% 3 31h 11% 2 21/2 3 31 LFTA 16 2y, 17 38% 16-10d — 4200 • 1205 — — — — — 1400 5,41,85,121 FTA2 10 3 17 37% 4 % 11600 1575 2095 2600 2820 2820 — 1890 2510 3120 3385 3385 — FTAS 10 3% 17 45% 4 3 14600 1865 2500 3125 3725 4050•.- 2240 3000 3750. 4400.4400; — 20,80,124 FTA7 3 .3)I 17 56 6 - % 25600 3095 4185 5175 6360.7395 — _3715 5020 6210 7600 7600 1.Allowable loads have been increased 33%and 60%for earthquake or wind 2.Reduce the allowable load for the LFTA according to LFTA loading with no further increase allowed;reduce where other loads govern. the code when nails penetrate wood less than 13/4". { .re TWIST STRAPS Twist straps provide a tension connection between two wood members. tom_ -• An equal number of right and left hand units are supplied in each carton. - — MATERIAL 16 gauge - FINISH:Galvanized.See Corrosion-Resistance,page 5. lip INSTALLATION:•Use all specified fasteners.See General Notes. •TS should be installed in pairs to reduce eccentricity. ii • CODES:See page 10 for Code Listing Key Chart. TS r � ^ �i1a Allowable 'i 1.Install half of the fasteners on each l r,t , Fasteners ' i `Loads Code end of the strap to achieve full loads. 1 o`u :t,1.-r Total)- ,u133&.160), Ref - 2.Loads have been increased 33% and 60%for earthquake or wind TS9 9 8-16d 530 loading;no further Increase allowed; • TS12 11% 10-16d 665 reduce where other loads govern. 170 3.3.16d sinkers(9 ga x 31/x7 may be Typical TS aSl 17*:v T416t) 830`,,. . Installation - substituted for the specified 16d S22,: -�S r 1 i 8.163 1215 : - commons at 0.84 of the table loads. 4f o 1` U re STRAP AND L TIES cD FINISH:Galvanized.See Corrosion-Resistance,page 5. y CODES:See page 10 for Code Listing Key Chart —L--.l : L N fir Dimensions Fasteners • f B 1212HL 2w %" !! :1110.481'.-'Thy. , bolts Code �._ &1616HL -. 8 `Me L H; N eNaIls, Rey. i E''' '. '. , WY Die'S'_.,_ ,H P 55L 16 4% 4% 1% - 5-10d — — H Typical T • _° 66L.:.'. 14 6 ' 6 11h.".1.0-1.6d. 3 % Installation e• 1wTyp. 2,� 11/a:TYP.66T e A: -14 . 8 .. 8 2 12-16d 3 'h 1212HT 11fz'TYP.128T N 1212L . 14 12 12 2 14-16d 3 1/ 180 &1616HT '_1 1212HL &1212T a 66T 14 6 5 1+h 8-16d 3 3's 1212HT 3 128T 14 12 8 2 12-16d 3 +h --�L L �' 12121 14 12 12 2 12.164 3 +h ip Available with additional �'I . - corrosion protection. 551 ' I ^°_••1.Connectors are not load-rated. 2 The 55L is available In Z-MAX. Check with factory. ?'fi-. +•`'° B Minimum Bolt Allowable Loads" :_ H r 1 Model Da Dimensions End&Edge Bolts Tension/Uplift F1 Code 1.1212HL,1616HL,1212HT and H Typical L °fib *: ` Distances ( ( Ref- 1616HT are to be installed in pairs Installation No. 1060; 11 0) with machine bolts in double shear `I W H l di 42 my Dia ) ) 1212HL 7 2+k 12 12 2+h 4% 5 3S 1535 565 A single part with machine bolts -s = in single shear is not load-rated. NP - Vi .66L C1616HL 7 21/2 16 16 _2+h 4% 5 % 1535 565 170 2.Allowable loads are based on a ` 1'TYP.88L 1212HT 7 2+/i 12 12 2+/i 4% 8 36 2585 795 minimum member thickness of 3W. 8w &1212L ID 1616HT 7 214 16 16 214 4% 6 % 2585 795 3.1212HT,1616HT loads assume a- - 138 continuous beam. Hip/Jack Connectors - HHC, HJC, HJHC, & HTHJ series continued 189 44111k. — • � .� 1 e f'r 1 d7 _ At _ 'r,.. 101/2"�� 4<. 9" 31/4' 45° i 31/4' 450 450 HHC Typical HHC HJHC Typical HJHC installation top view installation top view See ANSI/TPI section for truss chord applications pages 214-220. Dimension Fastener Schedule Allowable Loads (Lbs.)2 Carried Member DF-L/SP S-P-F 'In USP Steel Carrying per per Floor Roof Uplift' Floor Roof Uplift' Description Stock No. Ref.No. Gauge H Member3 Hip Jack 100% 115% 125% 133% 160% 100% 115% 125% 133% 160% 'To 2 x 6 right/left _HJC26 ---- 12 5-3/8 (16)16d (5)10d (7)10d 2190 2520 2740 1570 1840 1950 2245 2440 1390 1625 2 x 6 right/left HJC28 ---- 12 7-1/8 (20)16d (6)10d (8)10d 2740 3150 3425 1830 1840 2440 2805 3050 1625 1625 40 2 it 6 terminal HHC26 –-- 12 5-7/16 (20)16d (5)10d –– 2800 3220 3500 1860_2240 2440 2805 3050 1600 1925 2 x 8 terminal HHC28 ---- 12 7-3/16 (24)16d (6)10d –– 3360 3860 4200 2230 2685 2930 3365 3660 1915 2305 2 x 6 terminal HJHC26 MTHM 12 5-7/16 (20)16d (5)10d (2)10d 2800 3220 3500 1860 2240 2440 2805 3050 1600 1925 2 x 8 terminal HJHC28 –– 12 7-3/16 (24)16d (6)10d (2)10d 3360 3860 4200 2230 2685 2930 3365 3660 1915 2305 t1 2 x 4 terminal HTHJ24-18 --– 18 3 (10)10d (5)10d (3)10d 1120 1290 1400 870 870 970 1115 1210 720 720 rD 4, , 2 x 6 terminal HTHJ26-18 LTHJR/L 18 5 (16)16d (7)16d (5)16d 2145 2465_2680_ 1655 1860 1855 2135 2320_ 1170 1170 a' 1)Uplift loads have been increased 33-1/3%or 60%for wind or seismic loads;no further increase shall be permitted. z 2)Loading published for total load of hip/jack connection. a vi 3)Minimum nail penetration is 1-15/16-for 16d nails. cn 1 Hip/Jack Connectors - HJH series tfs (0 Hip/Jack hangers are used to simultaneously hang a combination of hips and jacks off girder trusses. r----''8 The HJH must be ordered in either left (L) or right (9 (R)configurations.The HJH is a heavy-duty design 1" - 13114" e - that accommodates concentrated load conditions. �3/a\ 112" µ- Materials: 7 gauge Finish: USP primer a � . g Codes: SBCCI 2031 B, - 5 Dade County, FL 00-1227.01 :� APP 5 4" ^13 ¢- .m Installation: " • Use all specified fasteners. See General Notes, HJH26R Typical HJH26R 4 page 14. installation 5 10 See ANSITTPI section for truss chord applications pages 214-220. e Dimension Fastener Schedule Allowable Loads (Lbs.)3 e Carrying Carried DF-L I SP S-P-F 1) U5P Steel Member Member Floor Roof Uplift" Floor Roof Uplift" Description Stock No. Ref.No. Gauge H Nails per Hip perJack 100% 115% 125% 133% 160% 100% 115% 125% 133% 160% 2 x 6 right/left HJH26LJR ---- 7 5-1/4 (12)16d (7)16d (8)16d 1920 2210 2400 2220 2220 1680 1930 2100 1625 1625 2 x 8 right/left HJH28UR ---- 7 7-1/4 (16)16d (7)16d _ (8)16d 2560 2945 3200 2220 2220_ 2240 2575 2800 1625 1625 • 1)Uplift loads have been increased 33-1/3%or 60%for wind or seismic loads;no further increase shall be permitted. 2)Uplift maximum load on hip is 1035 lbs.and 1180 lbs.on jack. i 3)HJH loading published for total load of hip/jack connection. 4)Minimum nail penetration shall be 1-3/4"for 10d nails and 1-15/16-for 16d nails 0 I)N P www.USPconnectors.com structural ► Connectors- e-mail: info@USPconnectors.com ©Copyright 2004 United Steel Products Company USP944-041 t1 I } ■ Z ( r r 40-10-06 3-05-04 1 3-06-12, 20.10-06 I ,L 11-060° � 4-01-06 t , . \- N T 8 ?,6' I i , . 1 ` \ p8..1 O .. ) ♦ L K 8 O ♦ i ♦�--�,�,�, N / - ? C Q Z S ± //H� VJ S _____.•--_�/ ..---I \ -. 'C II , v ppb I '!fir .!: I •41•s.''10i ,7_,..1 col 8 .11111111" 8 MINION' 13-02-12 L 28-07-12 , a3 331, �- F03 -00 b ° co. y 12-00-00 -- - o = Y H Pi o • De_L '.► . • 1Z-11-04 I � � e1 m o I -- °\ W HI \- '41 7 i i c 04 r =rt g cm +I A N= ' j A= AI :A =m 1 n it t 7 .,AI ---1....1.111.1111 f g z si _I ii rn fI —I —DC \t A I I I 3-06-04 3-06-12 20-16-06 I __ ` I 11-06.4°I Jam,, T 8 4-01�6 a. 40-10-06 Ja'• Client Fred Eichler Const. bate 5/7/2012 _ ..., -,2:: :2 .... Job Brownstone At Job Number PRECISION TRUSS&LUMBER Name The Crossing OT-07543- . 11550 SE Jennifer St. Clackamas,OR 97015 Sales Pi Oscar Triqueros Pitch 6/12 (503)656-2983 Phone: 503-656-2983 Ext 131 Overha 18" (503) 656-2647 email: ot®Ps'o"ROOff"'5.O0m Loadinc 75-10-f)-1 n MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: OT-07543 Fax 916/676-1909 FRED EICHLER CONSTR. The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Precision Roof Trusses, Inc. Pages or sheets covered by this seal: R34846068 thru R34846107 My license renewal date for the state of Oregon is June 30,2014. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. co PR OFD.(, �� tiN NFF9 sio2zy - •),OR% O .mac 9 R -E- \ 0" <�FR s. �\NCB Digital Signature EXPIRATION DATE:06/30/14 July 17,2012 Tingey,Palmer The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. I Job Truss Truss Type Qty Ply FRED EICHLER CONSTR. R34846068 OT-07543 A01 GABLE 2 1 Job Reference(optional) PRECISION TRUSS 8 LUMBER,INC.,CLACKAMAS,OR.97015 7.250 s May 11 2011 MiTek Industries,Inc. Tue Jul 17 09:42:54 2012 Page 1 I D:mBuyMglc2kq GdS2B R2fD_HzY50d-J WNfDufgaVMT24XaG?vC7XhgiwaiCnG8uapaVvyxALl I 14-5-12 I 18-9-8 191 14 35-10-4 I 14-5-12 4-3-12 0-3-72 16-9-0 Scale=1:67.0 6.00 12 5x9 3x9 \\ 4x7 11 11 12 13 14 15 16 44 17 18 19 20 21 22 /�` 6a Ito w 6a- W NI 6a �I 4x5 II 4x6 II 3x6 = y H 10 1 2 3 4 5 6 7 8 na w <m IRI a s I a A n' it 42 48 9 s7 f1 w • e w e a e ;; B a a a a a III :s 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 3x8 M18SHS I I 4x6 I I 5x5= 4x7 I I 4x7 11 4x5 = 4x5 II QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. I 35-10-4 I 35-10-4 Plate Offsets(X,Y): [1:0-1-8,0-1-12],[2:0-24,0-2-0],[11:0-3-8,Edge],[12:0-4-8,0-0-12],[22:0-2-0,0-2-0],]23:Edge,0-2-0],[24:0-2-0,0-2-0],[31:0-2-0,0-2-0],[32:0-2-8,0-3-0], 139:0-2-8,0-1-121,140:0-1-12,0-2-01,141:0-3-8,Edgel LOADING (psi SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.66 Vert(LL) n/a - n/a 999 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.26 Vert(TL) n/a - n/a 999 M18SHS 220/195 TCDL 10.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.03 23 n/a n/a BCLL 0.0 Code IBC2009/TPI2007 (Matrix) Weight:308 lb FT=20% BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2 X 4 DF No.2 except end verticals,and 2-0-0 oc purlins(5-0-5 max.):1-9,13-22. WEBS 2 X 4 DF No.2*Except' BOT CHORD Rigid ceiling directly applied or 5-4-7 oc bracing. 11-31,22-24:2 X 4 HF Std WEBS 1 Row at midpt 1-41,22-23,11-32,2-40,14-31,15-30, OTHERS 2 X 4 HF Std*Except* 16-29,17-28,18-27,19-26,20-25,21-24, 8-34,7-35,6-36,5-37,4-38,3-39,2-40:2 X 4 DF No.2 11-31,22-24,1-40,2-39 JOINTS 1 Brace at Jt(s):1,22 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 35-10-4. (Ib)- Max Horz 41=224(LC 17) Max Uplift All uplift 100 lb or less at joint(s)35,36,37,38,30,29,28,27,26, 25 except 41=-2701(LC 15),23=-1743(LC 18),32=-1356(LC 15),33=300(LC 19), 34=-222(LC 19),39=-2855(LC 18),40=-220(LC 19),31=-1748(LC 18),24=-1715(LC 15) Max Gray All reactions 250 lb or less at joint(s)except 41=2760(LC 18), 23=1735(LC 15),32=1521(LC 12),33=532(LC 12),34=432(LC 12),35=285(LC 29), 36=276(LC 29),37=278(LC 29),38=278(LC 29),39=2916(LC 9),40=330(LC 12), 31=1937(LC 13),30=284(LC 13),29=277(LC 29),28=278(LC 29),27=278(LC 29), 26=277(LC 29),25=282(LC 29),24=1871(LC 10) \'‘s'. PR QpeS FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �'\ NC'[ eS'/O TOP CHORD 1-41=-2652/2622,1-2=-697/733,2-3=-1493/1490,3-4=-1363/1361,4-5=-1233/1231, C R 5-6=-1091/1101,6-7=-974/972,7-42=-844/829,42-43=-734/732,8-43=-727/725, '7 8-9=-714/712,9-10=-694/698,10-11=-725/734,11-12=-766/800,12-13=-708/745, 4 I/'i9•'" c- 13-14=-756/799,14-15=-703/746,15-16=573/603,16-44=-443/486,17-44=-380/369, 17-45=-314/356,18-45=-244/287,20-21=-257/305,21-22=-378/421,22-23=-1645/1674 BOT CHORD 40-41=-260/235,39-40=-699/677,38-39=-1399/1409,37-38=-1269/1279, � Jr 36-37=-1140/1150,35-36=-1010/1020,34-35=-880/890,33-34=-750/760,32-33=-621/631, A ;T OREG I►,'. •'� 31-32=-475/485,30-31=-735/753,29-30=-605/623,2B-29=476/493,27-28=-346/364, 24-25=-294/312 '9 448•• ' k/ WEBS 11-31=-1777/1802,222-24=723/1715,1-40=-26 6/2672,2-39=-3083/3151 2aa3/z61s' 4R S.1\NG ' NOTES Digital Signature 1) Wind:ASCE 7-05;95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right EXPIRATION DATE: 06/30/14 , exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry July 17,2012 - •s as applicable or consult oualified building designer as per ANSI/TPI 1 W -Verify design parametera and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI!7473 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, Applicability of design parameters and proper incorporation of component a responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek' fabrication.quality control,storage.delivery,erection and bracing,consult ANSI/IPII Qualify Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available horn Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria.VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP or SPp)lumber is specified,the design values are those effective 06501/2012 by AL SC or proposed by SPIEL Job Truss Truss Type Qty Ply FRED EICHLER CONSTR. R34846068 OT-07543 A01 GABLE 2 1 JOb Reference(ootional) PRECISION TRUSS 8 LUMBER,INC.,CLACKAMAS,OR.97015 7.250 s May 11 2011 MiTek Industries,Inc. Tue Jul 17 09:42:55 2012 Page 2 ID:mBuyMgtc2kgGdS2BRZfD_HzY50d-ojxl QEfSLpUKgE6ngiQRgIE?SJwxxEW16EY72LyxALk NOTES 3) TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp;Ct=1,Lu=50-0-0 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)All plates are 2x3 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 10) Gable studs spaced at 2-0-0 oc. 11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)35,36,37,38,30,29,28,27,26,25 except(jt=lb) 41=2701,23=1743,32=1356,33=300,34=222,39=2855,40=220,31=1748,24=1715. 13) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14) This truss has been designed for a total drag load of 2325 lb.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 35-10-4 for 64.8 plf. 15) Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. LOAD CASE(S) Standard f f AWARNNII9G-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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. Applicability of design parameters and proper incorporation of components responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage,delivery,erection and bracing,consult ANSI/TPN Quality Criteria,1)55-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP or SPp)lumber is specified,the design values are those effective 06/01/2092 by AL SC or proposed by SPIB. 1 , Job Truss Truss Type Qty Ply FRED EICHLER CONSTR. R34846069 OT-07543 A02 GABLE 2 1 Job Reference(optional) PRECISION TRUSS 8 LUMBER,INC.,CLACKAMAS,OR.97015 7.250 s May 11 2011 MiTek Industries,Inc.Tue Jul 17 09:42:56 2012 Page 1 ID:mBuyMglc2kgGdS2BRZfD_HzY50d-GvVPeag466cBHOhz OQxgCymCOjlPgj OR LulganyxALj l 2-10-0 5-6-12 H 2-10-0 2-8-12 CONN.OF GABLE STUDS BY TRUSS MANUFACTURER 1.5x3 II 4x6 I I 1.5x3 II Scale=1:42.0 1 Ira 2 a 3 111• ..1 liii r rl , 8 -7 6 5 4 6x7 6x7 - I 5-6-12 l 5-6-12 Plate Offsets(X,Y): 12:0-2-4,0-2-01.14:0-2-0.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) I/defl LJd PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.52 Vert(LL) n/a - n/a 999 MT20 185/148 (Roof Snow=25.0) TCDL 10.0 Lumber Increase 1.15 BC 0.18 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress lncr YES WB 0.69 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight:70 lb FT=20% LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD 2-0-0 oc purlins:1-3, except end verticals. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 5-10-2 oc bracing. WEBS 2 X 4 HF Std'Except' WEBS 1 Row at midpt 2-8,2-4 2-8,2-4:2 X 4 DF No.2 JOINTS 1 Brace at Jt(s):1,3 OTHERS 2 X 4 HF Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer . Installation guide REACTIONS All bearings 5-6-12. (Ib)- Max Horz 8=-171(LC 10) Max Uplift All uplift 100 lb or less at joint(s)except 8=-2938(LC 9),4=-2938(LC 12) Max Gray All reactions 250 lb or less at joint(s)6,7,5 except 8=2971(LC 8), 4=2971(LC 7) QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. TOP CHORD 1-2=-1158/1181,2-3=-1115/1138 BOT CHORD 7-8=1184/1179,6-7=-945/940,5-6=901/896,4-5=-1140/1135 WEBS 2-8=-3127/3149,2-4=-3115/3133 NOTES 1)Wind:ASCE 7-05;95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry PR Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. Pc,p °Fes 3)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1,Lu=50-0-0 Gj'\' GI N s/ 4)Provide adequate drainage to prevent water ponding. �N �R•5)Gable requires continuous bottom chord bearing. r ••i 6)Gable studs spaced at 2-0-0 oc. 1/�j E 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 2938 lb uplift at joint 8 and 2938 lb uplift at joint 4. >� / /, 9)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. e' 10) This truss has been designed for a total drag load of 2325 lb.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist • A) OREG�J drag loads along bottom chord from 0-0-0 to 5-6-12 for 418.0 plf. -of $44 . U 11) Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. MFR r;•S•.I. LOAD CASE(S) Standard • Digital Signature 1 EXPIRATION DATE:06/30/14 July 17,2012 ■ AWARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE MII-7473 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. Applicability of design parameters and proper incorporation of component B responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control,storage.delivery.erection and bracing.consult ANSI/711 Quality Criteria,DSB-89 and BC51 Bending Component 7777 Greenback Lane.Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP or SPp)lumber is specified,the design values are those effective 06.0112012 by ALSO or proposed by SPIEL r , Job Truss Truss Type Qty Ply FRED EICHLER CONSTR. R34846070 . 01-07543 A03 GABLE 2 1 Job Referencglootiona_f1 PRECISION TRUSS 8 LUMBER,INC.,CLACKAMAS,OR.97015 7.250 s May 11 2011 MiTek Industries,Inc. Tue Jul 17 09:42:57 2012 Page I ID:mBuyMgtc2kgGdS2BRZfD_HzY50d-k53nrwhitQk2vYF9y7SvIAJNT7cUPB7baY1 E6DyxALi I 4-0-0 I _ 4-0-0 CONN.OF GABLE STUDS BY TRUSS MANUFACTURER 1 1�•.;q I � 2 Scale.12"=1' ill MI 7 ,or. Ill 'd �_ .i 5 4 33x5 II 6x6 = I 2-0-12 I 4-0-0 I 2-0-12 1-11-4 Plate Offsets(X,Y): 12:0-2-8,0-1-81,13:0-3-0,0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.57 Vert(LL) n/a - n/a 999 MT20 220/195 (Roof Snow=25.0) TCDL 10.0 Lumber Increase 1.15 BC 0.32 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress!nor YES WB 0.53 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight:31 lb FT=20% LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD 2-0-0 oc purlins:1-2, except end verticals. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 4-5-0 oc bracing. . WEBS 2 X 4 DF No.2 WEBS 1 Row at midpt 2-5 OTHERS 2 X 4 HF Std JOINTS 1 Brace at Jt(s):1,2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer _ Installation guide. REACTIONS (lb/size) 5=144/4-0-0 (min.0-1-8),3=144/4-0-0 (min.0-1-8),4=46/4-0-0 (min.0-1-8) Max Horz 5=-99(LC 9) Max Uplift 5=-2328(LC 9),3=-2328(LC 12) Max Gray 5=2399(LC 8),3=2399(LC 7),4=93(LC 2) QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. TOP CHORD 1-2=-1960/1974,2-3=-2385/2336 BOT CHORD 4-5=-2068/2081,3-4=-1098/1111 WEBS 2-5=-3192/3192 NOTES 1)Wind:ASCE 7-05;95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1,Lu=50-0-0 CLu`1.O PR OFen 4) Provide adequate drainage to prevent water ponding. �� Cy11tiJ� _o 5)Gable requires continuous bottom chord bearing. �� N F9 6)Gable studs spaced at 2-0-0 oc. s-4 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ',:' I, •'E • li 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 2328 lb uplift at joint 5 and 2328 lb uplift at joint 3. 9) This truss is designed in accordance with the 2009 International Building Code section 2306 1 and referenced standard ANSI/TPI 1. >� / I�I► 10)This truss has been designed for a total drag load of 2325 lb.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist ', o OREGp drag loads along bottom chord from 0-0-010 4-0-0 for 581.3 plf. T� / 11) Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. 9 4i ,�. /!`•LOAD CASE(S) Standard �ER S-�G\N� • Digital Signature EXPIRATION DATE: 06/30/14 July 17,2012 1 1 A WARNING,-Verify design parameters and READ NOTES ON 7NIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 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. NI. Applicabilty of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage,delivery,erection and bracing.consult ANSI/IPl1 Quality Crtterla,DSB-89 and BCSI Building Component 7777 Greenback Lane.Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP or SPp)lumber is specified,the design values are those effective O60tt/2011 by ALSC or proposed by SP18. r Job Truss Truss Type Qty Ply FRED EICHLER CONSTR. R34846071 . 01-07543 001 SPECIAL TRUSS 2 1 Job Reference(ootiona) PRECISION TRUSS&LUMBER,INC.,CLACKAMAS,OR.97015 7.250 s May 11 2011 MiTek Industries,Inc. Tue Jul 17 09:43:00 2012 Page 1 I D:mBuyMglc2kgGdS2 BRZfD_HzY50d-8glwUxjbAL6dm?_kdF?cNoxugKb4cY?1 GWGujYyxALf I-1-0-0 I 17-1-7 17- -0 22-8-13 ] 28-4-2 I 34-6-0 �6-o-0 I 1-6-0 17-1-7 04-9 5-5-13 5-7-6 6-1-14 1-6-0 5x6 I I Scale=1:71.8 6.00 12 2x3 II 3x6 II 2x3 II __ 3x6 II 6x6 II N 11 8x12 9 \e\ 12 13 3x6 3x6 I I 7.3020000v. 8�•- e� 14 33 3x6 II ' `��N•• 6 3x6 II / 28 2x3 // d 27 15 aO � 3xG I I S i� -2x3 II 3x4 i 4 / 29 2 34� 16 yv1 1711 4x4 = 2x3 II 2x3 II 2x3 II 2x3 II 3x5 II 3x4= 2x3 II 18 3x4'= 26 25 24 23 22 21 20 19 3x4 = 3x6 = I 18-11-14 1 22-8-13 1 26-5-11 1 34-6-0 I 18-11-14 3-8-14 3-8-14 8-0-5 Plate Offsets(X,Y): [2:0-0-0,0-1-12],[3:0-5-6,0-0-8],[4:0-5-6,0-0-8],[5:0-5-6,0-0-8],[6:0-5-6,0-0-8],[7:0-1-6,0-3-12],[10:0-4-8,0-2-12],[11:0-5-6,0-0-8],[12:0-5-6,0-0-8], 113:0-5-0,0-3-01,122:0-1-12,0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.51 Vert(LL) -0.08 16-18 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.39 Vert(TL) -0.21 16-18 >644 180 TCDL 10.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.00 19 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight:222 lb FT=20% LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. • BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2 X 4 HF Std 10-0-0 oc bracing:16-18. JOINTS 1 Brace at Jt(s):27,28,29,9,31,8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 23-0-8 except(jt=length)16=0-5-8. (Ib)- Max Horz 2=-94(LC 8) Max Uplift All uplift 100 lb or less at joint(s)2,22,23,24,25,16,19 Max Gray All reactions 250 lb or less at joint(s)2,23,24,25,26 except 21=761(LC 3),22=760(LC 2),16=592(LC 3),19=694(LC 3) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 14.15=-335/82,15-16=-561/81 BOT CHORD 16-18=0/422 WEBS 10-27=-403/0,15-18=-391/106,21-27=-485/22,13-18=-1/588,13-21=-325/38, 7-22=-490/106,13-19=-671/34 NOTES 1) Wind:ASCE 7-05;95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right PR exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 c 0 OFe, 2) TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 �t NG]NE eS/O 3) Unbalanced snow loads have been considered for this design. aj �G 9 4)This truss has been designed for greater of min roof live load of 18.0 psi or 1.00 times fiat roof load of 25.0 psi on overhangs 4 y non-concurrent with other live loads. 1•: '• 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,22,23,24,25, ji/Y 16,19. 7) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. Av°T RE (• 1�A. -9 4 • 1 (C/ LOAD CASE(S) Standard A' R s."0 • V,Digital Signature EXPIRATION DATE:06/30/14 July 17,2012 1 ■ A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED AIITEK REFERENCE PAGE DIIl-7473 BEFORE USE. Design void for use only with MTek connectors,This design is based only upon parameters shown.and is for an individual building component. NI Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage,delivery,erection and bracing,consult ANSI/TPII Qualify Ci teda,058-89 and BC51 Building Component 7777 Greenback Lane,Sute 109 Safety information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Ctlrus Heights,CA,95610 If Southern Pine(SP or SPp)lumber is specified,the design values are those effective 06;01/2012 by ALSC or proposed by SPIEL 1 , Job Truss Truss Type Qty Ply FRED EICHLER CONSTR. R34846072 . OT-07543 B02 SPECIAL TRUSS 2 1 Job Reference(optional) PRECISION TRUSS&LUMBER,INC.,CLACKAMAS,OR.97015 7.250 s May 11 2011 MiTek Industries,Inc. Tue Jul 17 09:43:02 2012 Page 1 I D:mBuyMglc2kgGdS2BRZfD_HzY50d-43sgudIriyMK?J87kg24 SDOCT8Cs4ReKjgl?oRyxALd 1-6-0 6-1-5 11-8-3 17-3-0 22-9-13 28-4-11 34.6-0 11-6-0 1 6-1-5 1 5-6-13 I 5-6-13 1 5-6-13 1 5-6-13 1 6-1-5 I Scale=1.58.9 4x4 11 6 6.00 12 !� 3x4 i 3x4 5 14 7 2x3 \\ 3x6 / )11111•0.. / 2x3 // 4 8 3 ‘s 04.\/ 14 9 2yy /''' 13 12 11 10 3x6 = 3x6= 3x4 = 3x8= 3x6 = 3x4= 1 8-10-12 1 17-3-0 I 25-7-4 I 34-6-0 1 8-10-12 8-4-4 8-4-4 8-10-12 Plate Offsets(X,Y): 16:0-2-8,0-2-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) Udefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.61 Vert(LL) -0.14 12 >999 240 MT20 185/148 (Roof Snow=25.0) TCDL 10.0 Lumber Increase 1.15 BC 0.75 Vert(TL) -0.40 9-10 >999 180 BCLL 0.0 Rep Stress lncr YES WB 0.58 Horz(TL) 0.13 9 n/a n/a BCDL 10.0 Code IBC2009fTP12007 (Matrix) Weight:153 lb FT=20% LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-6 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. . WEBS 2 X 4 HF Std WEBS 1 Row at midpt 7-12,5-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 9=1529/Mechanical,2=1656/0-5-8 (min.0-1-12) Max Horz 2=103(LC 7) Max Uplift 9=-13(LC 8),2=-65(LC 7) FORCES (Ib)-Max.Comp./Max.Ten -All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2830/34,3-4=-2545/7,4-5=-2454126,5-14=-1799/40,6-14=-1787/61, 6-7=-1799/58,7-8=-2564/39,8-9=-2834/49 BOT CHORD 2-13=-56/2429,12-13=0/1990,11-12=0/1997,10-11=0/1997,9-10=0/2455 WEBS 6-12=0/1131,7-12=-791/101,7-10=0/498,8-10=-355/112,5-12=-763/97,5-13=0/484, 3-13=-340/105 NOTES 1) Wind:ASCE 7-05;95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 3) Unbalanced snow loads have been considered for this design. ,& .,9 O P R O EscS' 4)This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs E F non-concurrent with other live loads. LNG Er /O 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. , 6) Refer to girder(s)for truss to truss connections. 9 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)9,2. ‘:' 7 •81 a'E 7 r" 8) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard �f 7 1 1/E;+' ov. 1 RS.l\N • Digital Signature EXPIRATION DATE:06/30/14 J July 17,2012 1 I A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MTT KREFERENCE PAGE Mll-7473 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. NI Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control,storage.delivery.erection and bracing,consult ANSI/TPI1 Quality Criteria,DSa-89 and BCS1 Building Component 7777 Greenback Lane.Suite 109 Safety Information available from Truss Plate Institute,78114.Lee Street.Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP or SPp)lumber is specified,the design values are those effective 0601/20126y ALSO or proposed by SP1B. 1 , Job Truss Truss Type Qty Ply FRED EICHLER CONSTR. R34846073 . 07-07543 603 SPECIAL TRUSS 2 1 ,lnbReference(notional) PRECISION TRUSS&LUMBER,INC.,CLACKAMAS,OR.97015 7250 s May 11 2011 MiTek Industries,Inc.Tue Jul 17 09:43:03 2012 Page 1 I D:mBuyMglc2kgGdS2 BRZtD_HzY50d-ZFQ36zmTTGUBdTiJI OZJ_RZO_YYXpv?TyTUYKtyxALc -150 I 6-1-5 I 11-8-3 i 17-3-0 I 22-9-13 I 28-4-11 I 34-2-2 150 6-1-5 5-6-13 5513 5-6-13 5-8-13 5-9-7 Scale=1:58.5 4x4 II B 6.00 12 ii 3x4! llppppp,,3x4 5 14 7 2x3 3x6 i 4 • 3 `, 8 9 2 i1 .. c:0- Lai r-' Z.t/ ' 13 11 10 4x4 = 12 3x4 = 3x8= 3x6 = 3x4 = 4x4_ I 8-10-12 I 17-3-0 I 25-7-4 I 34-2-2 I 8-10-12 8-4-4 8-4-4 8-6-14 Plate Offsets(X,Y): 12:0-1-12,0-0-21,f6:0-2-8,0-2-01.(9:0-0-1.0-1-11 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/defl lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.57 Vert(LL) -0.14 12-13 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.72 Vert(TL) -0.38 2-13 >999 180 TCDL 10.0 Rep Stress'nor YES WB 0.57 Horz(TL) 0.13 9 n/a n/a BCLL 0.0 BCD( 10.0 Code IBC2009/TP12007 (Matrix) Weight:152 lb FT=20% LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-5 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • WEBS 2 X 4 HF Std WEBS 1 Row at midpt 7-12,5-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. .. REACTIONS (Ib/size) 9=1522/Mechanical,2=1649/0-5-8 (min.0-1-12) Max Hors 2=103(LC 7) Max Uplift 9=-12(LC 8),2=-66(LC 7) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2815/35,3-4=-2530/7,4-5=2439/27,5-14=1784/39,6-14=-1771/60, 6-7=-1784/58,7-8=-2517/39,8-9=-2773/48 BOT CHORD 2-13=-57/2416,12-13=0/1977,11-12=0/1970,10-11=0/1970,9-10=0/2388 WEBS 6-12=0/1118,7-12=-772/102,7-10=0/467,8-10=-318/111,5-12=-761/97,5-13=0/484, 3-13=-341/105 NOTES 1)Wind:ASCE 7-05;95mph;TCDL=4.2psf;BCDL=6.0psf;h=258;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. �R P Opt, 4)This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs F non-concurrent with other live loads. �� F 6+ 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0� F9 0-2 6)Refer to girder(s)for truss to truss connections. 9 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)9,2. C •8'•-E 8)ThIs truss is designed In accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ■ LOAD CASE(S) Standard ..i./i .. 1 fE'AlNc< R s • Digital Signature EXPIRATION DATE:06/30/14 July 17,2012 s 1 0 WARNING-Verify design parameters and READ M)7ES ON THIS AND INCLUDED iIITEK REFERENCE PAGE MhI-7473 BEFORE USE Design valid for use ony with MiTek connectors.This design B based only upon parameters shown,and is for an individual building component. . Applicability of design parameters and proper incorporation of component is responsbiity of buiding designer-not truss designer.Bracing shown Is for lateral support of individual web members only.Additional temporary bracing to insure stabtiity during construction is the responsibiiy of the MiTek' erector.Additional permanent bracing of the overal structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control storage.delivery,erection and bracing,consult ANSVTPI1 Quallly Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Sidle 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Carus Heights,CA,95610 tf Southern Pine(SP or SP/3)lumber is specified,the design values are those effective 06'0112012 by ALSC or proposed by SPIEL Job Truss Truss Type Qty Ply FRED EICHLER CONSTR. R34846074 OT-07543 B04 SPECIAL TRUSS 2 1 Job Referencelootional) PRECISION TRUSS 6 LUMBER,INC.,CLACKAMAS,OR.97015 7250 s May 11 2011 MiTek Industries,Inc.Tue Jul 17 09:43:04 2012 Page 1 ID:mBuyMglc2kgGdS2BRZfD_HzY50d-1R_RJJm5Eac2FdIVs54YXe6YByuMYFUdB7E65JyxALb 6-1-5 11-8-3 17-3-0 22-9-13 28-4-11 34-2-2 I 6-1-5 I 5-6-13 I 5-6-13 I 5-6-13 I 5-6-13 I 5-9-7 I Scale=1:57.0 4x4 II 4 13 6.00 12 3x4 '1/ 3x4 3 12 5 2x3 '' 2x3 /2 2 6 7 1 R .f r1 LmJ r s 0 iW 11 10 9 8 dd 4x4 = 4x4 = 3x4 = 3x8= 3x6 = 3x4 = I 8-10-12 I 17-3-0 I 25-7-4 I 34-2-2 I 8-10-12 8-4-4 8-4-4 8-6-14 Plate Offsets(X,Y): 11:0-1-12,0-0-21,(4:0-2-8,0-2-01,(7:0-0-1,0-1-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udell L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.60 Vert(LL) -0.14 10 >999 240 MT20 185/148 (Roof Snow=25.0) TCDL 10.0 Lumber Increase 1.15 BC 0.75 Vert(TL) -0.40 1-11 >999 180 BCLL 0.0 Rep Stress Ina YES WB 1.00 Horz(TL) 0.13 7 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight:150 lb FT=20% LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-1 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HE Std WEBS 1 Row at midpt 3-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=1525/0-5-8 (min.0-1-10),7=1525/Mechanical Max Horz 1=-83(LC 5) Max Uplift 1=-13(LC 7),7=-13(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-2825/50,2-3=-2555/39,3-12=-1790/40,4-12=-1777/61,4-13=-1778/61, 5-13=-1790/40,5-6=-2524/39,6-7=-2780/48 BOT CHORD 1-11=-73/2448,10-11=-6/1989,9-10=0/1976,8-9=0/1976,7-8=0/2394 WEBS 4-10=0/1122,5-10=-753/102,5-8=0/467,6-8=-318/111,3-10=-771/101,3-11=0/498, 2-11=-356/112 NOTES 1)Wind:ASCE 7-05;95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 3) Unbalanced snow loads have been considered for this design. �� Q PRO �SeS' 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. F 5) Refer to girder(s)for truss to truss connections. �C- \AG1 N�- /O 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,7. ,.? 9 2 7)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSIITPI 1. -9 LOAD CASE(S) Standard / ('f� •o,OR s0■ ,,o) F '- i 4 �-j R S-1`v' Digital Signature 1 EXPIRATION DATE:06/30/14 July 17,2012 AWARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 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. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Mill is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage,delivery,erection and bracing.consult ANSI/fP11 Qualify Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP or SP. lumber is s•ecified,the design values are those effective 06:Ut/2012 b.ALSC or.roposed b SPI8. • Job Truss Truss Type Qty Ply FRED EICHLER CONSTR. R34846075 y OT-07543 605 SPECIAL TRUSS 12 1 Job Reference footional) PRECISION TRUSS&LUMBER,INC.,CLACKAMAS,OR.97015 7250 s May 11 2011 MiTek Industries,Inc. Tue Jul 17 09:43:05 2012 Page 1 I D:mBuyMgIc2kgGdS2BRZfD_HzY50d-VeYpXfnj?tivsntiQpbn4sej0LDfHikmQnzfOmyxALa 5-11-1 11-5-15 17-0-12 22-7-9 28-2-7 33-11-14 I 5-11-1 ( 5-6-13 ( 5-6-13 5-6-13 5-0-13 5-9-7 1 Scale=1:56.9 4x4 II 4 13 " 6.00 12 3x4! 3x4 3 12 5 ' 2x3�� 2x3 // • 2 6 1 7 11 9 8 4x4 = 10 4x4= 3x4 = 3x8 = 3x8= 3x4 = I 8-8-8 I 17-0-12 I 25-5-0 j 33-11-14 j 8-8-8 8-4-4 8-4-4 8-6-14 _ Plate Offsets(X.Y): 14:0-2-8.0-2-01.17:0-0-1,0-1-11 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Vdeft lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.59 Vert(LL) -0.14 10 >999 240 MT20 185/148 (Roof Snow=25.0) TCDL 10.0 Lumber Increase 1.15 BC 0.75 Vert(TL) -0.39 1-11 >999 180 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.13 7 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight:150 lb FT=20% LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-6 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ti WEBS 2 X 4 HF Std WEBS 1 Row at midpt 3-10 MrTek recommends that Stabilizers and required cross bracing be installed during truss erection,In accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=1524/Mechanical,7=1524/Mechanical Max Horz 1=83(LC 6) Max Uplift 1=-13(LC 7),7=-13(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-2817/50,2-3=-2549/39,3-12=1788/40,4-12=-1775/61,4-13=-1776/61, 5-13=-1788/40,5-6=-2522/39,6-7=2778/48 BOT CHORD 1-11=-73/2439,10-11=-6/1985,9-10=0/1974,8-9=0/1974,7-8=0/2392 WEBS 4-10=0/1121,5-10=-753/102,5-8=0/467,6-8=318/111,3-10=-768/101,3-11=0/494, 2-11=-351/112 NOTES 1)Wind:ASCE 7-05;95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psi(fiat roof snow);Category II;Exp B;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �Q�O PR ope„ 5)Refer to girder(s)for truss to truss connections. \c ' N N c� .-1 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,7. C y 7)This truss Is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. <v -9 CC 6:;.•-E LOAD CASE(S) Standard / 9 ERz 8; 1NCN • Digital Signature EXPIRATION DATE:06/30/14 July 17,2012 it • , WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED NITRIC REFERENCE PAGE MII-7473 BEFORE USE • Design valid for use only with MiTek connectors.This design B based only upon parameters shown.and Is for an individual building component. Applicabilty of design parameters and proper Incorporation of component Is responsibility of bulding designer-not truss designer.Bracing shown Is for lateral support of individual web members only.Additional temporary bracing to Insure stabitfy during construction is the responsibility of the MiTek• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery.erection and bracing,consult ANSI/TPII Quality Cdteria,056-89 and!CSI Building Component 7777 Greenback Lane.Suite 109 Safely Information available horn Truss Plate Institute,781 N.Lee Sheet,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 tf Southern Pine(SP or SPp)lumber is specified,the design values are those effective 06110112012 by ALSC or proposed by SPIO. Job Truss Truss Type Qty Ply FRED EICHLER CONSTR. R34846076 OT-07543 CO1 COMMON TRUSS 2 1 ,Lob Reference(optionsi) PRECISION TRUSS&LUMBER,INC.,CLACKAMAS,OR.97015 7.250 s May 11 2011 MiTek Industries,Inc. Tue Jul 17 09:43:08 2012 Page I I D:mBuyMglc2kgGdS2BRZfD_HzY50d-vDEy9ggcHo7 UjEbH5x9 UhUGA5ZFEU9ZC6ICJ?5yxALX 1-6-0 21-0-0 28-4-4 281l712 11-6-0 I 21-0-0 l 7-4-4 0-3-8 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT 3x6 = Scale=1:68.1 LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 6.00 12 13 14 15 3x8 M18SHS 18 aiI1111I1 2 'A,�/0 ��w.wrwa ra rra a,a%ra ayaEa.�,r. a 4x8 M18SHS= 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 3x4= 3x8 M18SHS I I 4x7 II I 28-7-12 28-7-12 Plate Offsets(X,Y): 12:0-0-0,0-0-41,114:0-3-O,Edge],f18:0-1-4,0-1-121,f19:0-3-8,Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) I/deft L/d PLATES GRIP TOLL 25.0 Plates Increase 1.15 TC 0.86 Vert(LL) -0.01 1 n/r 120 MT20 185/148 (Roof Snow=25 0) Lumber Increase 1.15 BC 0.75 Vert(TL) -0.01 1 n/r 90 M18SHS 220/195 TCDL 10.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.08 19 n/a n/a BCLL 0.0 Code IBC2009/TPI2007 (Matrix) Weight:197 lb FT=20% BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-6 oc puffins, BOT CHORD 2 X 4 DF No.2 except end verticals. WEBS 2 X 4 OF No.2 BOT CHORD Rigid ceiling directly applied or 2-10-10 oc bracing. OTHERS 2 X 4 HF Std WEBS 1 Row at midpt 18-19,11-26,12-25,13-23,15-22,16-21, 18-20 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 28-7-12. (Ib)- Max Horz 2=233(LC 18) Max Uplift All uplift 100 lb or less at joint(s)27,28,29,30,31,32,33,26,25, 21 except 19=-3123(LC 19),2=-2383(LC 16),23=-402(LC 19),22=-205(LC 19), 20=-2758(LC 22) Max Gray All reactions 250 lb or less at joint(s)27,28,29,30,31,32,33,26,25 except 19=3205(LC 14),2=2591(LC 13),23=600(LC 12),22=490(LC 14), 21=320(LC 15),20=2927(LC 15) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-5320/5150,3-4=-4732/4634,4-5=-4329/4216,5-6=-3885/3799,6-7=3440/3383, 7-8=-2995/2966,8-9=-2779/2689,9-10=-2551/2551,10-11=-2106/2142, 11-12=-1665/1734,12-13=-1266/1344,13-14=-646/714,14-15=-549/665,15-16=-370/488, 16-17=-565/582,17-34=-723/771,18-34=1000/1033,18-19=3146/3095 BOT CHORD 2-33=4568/4646,32-33=-4170/4204,31-32=-3790/3824,30-31=-3409/3443, ?,0) PRore. 29-30=-3029/3063,28-29=-2648/2682,27-28=-2268/2302,26-27=-1887/1921, ' ''' I `SrS'/ 25-26=-1507/1541,24-25=-1126/1160,23-24=-784/818,22-23=-746/780,21-22=-365/399, c�GJ �c1G N ;9 O� 20-21=-494/528,19-20=-435/458 9 WEBS 13-23=-559/425,15-22=-453/235,16-21=-295/124,17-20=-255/47,18-20=-2807/2842 1•:j'' C NOTES (/' 1) Wind:ASCE 7-05;95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right � exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 i "Pr 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry A Ai'•RE • 0) 2) A. Gable End Details as applicable,or consult qualified building designer as per ANSI/I-PI 1. -q $' e 1'�!G 3)TCLL ASCE 7-05;Pf=25.0 psf(flat roof snow),Category II;Exp B;Partially Exp.;Ct=1 4) Unbalanced snow loads have been considered for this design. R S I NN- 5) This truss has been designed for greater of min roof live load of 18.0 psf or 1 00 times flat roof load of 25.0 psf on overhangs Digital Signature • non-concurrent with other live loads. 6)All plates are MT20 plates unless otherwise indicated. ( EXPIRATION DATE:06/30/14 ) 7)All plates are 1.5x3 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. July 17,2012 - - W aigitithogiiiiiiiip -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MR-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and u for an individual building component. Applicability of design parameters and proper incorporation of component k responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibllity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control.storage,delivery,erection and bracing.consult ANSI/TPII Quality Criteria,DSI-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP or SPp)lumber is specified,the design values are those effective 06'0112012 by ALSC or proposed by SP18. • Job Truss Truss Type Qty Ply FRED EICHLER CONSTR. R34846076 OT-07543 C01 COMMON TRUSS 2 1 .Job_Reference(optional) PRECISION TRUSS&LUMBER,INC.,CLACKAMAS,OR.97015 7.250 s May 11 2011 MiTek Industries,Inc. Tue Jul 17 09:43:08 2012 Page 2 ID:mBuyMglc2kgGdS2BRZfD_HzY50d-vDEy9ggcHo7UjEbH5x9UhUGA5ZFEU9ZC6ICJ?5yxALX NOTES 10)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)27,28,29,30,31,32,33,26,25,21 except(jt=lb) 19=3123,2=2383,23=402,22=205,20=2758. 12)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 13) This truss has been designed for a total drag load of 5450 lb.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 28-7-12 for 190.3 plf. LOAD CASE(S) Standard t � AWARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MIMIC REFERENCE PAGE 6111-7473 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. Applicability of design parameters and proper incorporation of component a responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage,delivery.erection and bracing,consult ANSI/TPI1 Quality Crtteda,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP or SPp)lumber is specified,the design values are those effective 06/1112012 by ALSO or proposed by SPIEL Job Truss Truss Type Qty Ply FRED EICHLER CONSTR. R34846077 01-07543 CO2 COMMON TRUSS 6 1 Job Reference(optional) PRECISION TRUSS 8 LUMBER,INC.,CLACKAMAS,OR.97015 7.250 s May 11 2011 MiTek Industries,Inc. Tue Jul 17 09:43:10 2012 Page 1 I D:mBuyMglc2kgGdS2BRZfD_HzY50d-rbLiaMrspQNCzYIfCMBynvLVmMu Ry5RVZ3h04zyxAL V 7-4-5 14-2-3 21-0-0 28-7-12 1- 6:(01 7-4-5 6-9-13 I 6-9-13 7-7-12 1 4x8 M18SHS= Scale=1:68.5 6 6.00 12 �� 12 5x5 = 3x4 ---:-5 3x4 7 13 c1 d d 1.5x3 \\4 3 0 2 S1 3x5= 11 10 9 8 3x4 = 3x4 II 3x5 = 3x9= I 9-9-12 I 21-0-0 I 28-7-12 I 9-9-12 11-2-4 7-7-12 Plate Offsets(X,Y): 17:Edge,0-2-01.18:0-2-0,0-0-01.f9:0-2-4,0-1-81 LOADING (psi) SPACING 2-0-0 CSI DEFL in (lac) Vdefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.91 Vert(LL) -0.25 9-11 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.90 Vert(TL) -0.66 9-11 >515 180 Ml8SHS 185/148 TCDL 10.0 Rep Stress lncr YES WB 0.46 Horz(TL) 0.06 8 n/a n/a BCLL 0.0 Code IBC2009/TPI2007 (Matrix) Weight:142 lb FT=20% BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2'Except' TOP CHORD Structural wood sheathing directly applied or 3-1-15 oc purlins, 6-7:2 X 4 DF No 18,Btr except end verticals. BOT CHORD 2 X 4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Std*Except* WEBS 1 Row at midpt 5-9,7-8 7-8:2 X 4 DF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1397/0-5-8 (min.0-1-8),8=1268/0-3-4 (min.0-1-8) Max Horz 2=233(LC 6) Max Uplift 2=-78(LC 7),8=-6(LC 7) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2233/57,3-4=-1947/42,4-5=-1834/66,5-12=-894/68,6-12=-715/81,6-13=-794/94, 7-13=-902/68,7-8=-1203/45 BOT CHORD 2-11=-70/1890,10-11=-50/1273,9-10=-50/1273 WEBS 3-11=-439/130,5-11=0/703,5-9=-842/126,6-9=0/332,7-9=0/903 NOTES 1)Wind:ASCE 7-05;95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 3) Unbalanced snow loads have been considered for this design. �� P R O ass 4)This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs F non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. c ' <(.... __• �O� 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. L ' !llttt /J y 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,B. 2' 16:47%+% ' r- 8)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. � /, LOAD CASE(S) Standard �/ 'TORE -• •� -1' F,s G4/ MFR S. '1\N . Digital Signature EXPIRATION DATE: 06/30/14 July 17,2012 + 1 AWARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MI1EKREFERENCE PAGE MI1-7473 BEFORE USE. Design void for use only with MiTek connectors.This design is based only upon parameters shown.and is for an individual building component. Mil Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control storage,delivery,erection and bracing,consult ANSI/11.I1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane.Suite 109 Salety inlormafion available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP or SPp)lumber is specified,the design values are those effective 06:01e2012 by ALSC or proposed by 5P18. • • Job Truss Truss Type Qty Ply FRED EICHLER CONSTR. R34846078 . OT-07543 CO3 COMMON TRUSS 4 1 Job Reference(optional) PRECISION TRUSS&LUMBER,INC.,CLACKAMAS,OR.97015 7.250 s May 11 2011 MiTek Industries,Inc.Tue Jul 17 09:43:11 2012 Page 1 I D:mBuyMglc2kgGdS2BRZfD_HzY50d-Kov4nisUajV3aiKrm3iBJ7ulbmE 1 hYbfojQzcPyxALU 1-0-0 7-0-5 14-2-3 21-0-0 24-11-4 1-6-0 7-4-5 6-9-13 6-9-13 3-11-4 4x4= Scale=1:66.3 12 6 6.00 12 p 3x5 = 7 3x4 5 3x4 1.5x3 \\ 4 3 `' d � 2 $I1 3x4 = 11 10 9 8 3x4= 3x4= 3x4 II 4x8= 9-9-12 ( 21-0-0 24-11-4 9-9-12 11-2-4 3-11-4 Plate Offsets(X,Y): LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.59 Vert(LL) -0.25 9-11 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.88 Vert(TL) -0.66 9-11 >447 180 TCDL 10.0 Rep Stress Incr YES WB 0.47 Horz(TL) 0.04 8 n/a n/a BCLL 0.0 Code IBC2009/TPI2007 (Matrix) Weight:132 lb FT=20% BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-13 oc purlins, BOT CHORD 2 X 4 DF No.2 except end verticals. • WEBS 2 X 4 HF Std BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-9,6-9,7-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer _Installation guide. REACTIONS (lb/size) 2=1231/0-5-8 (min.0-1-8),8=1101/0-3-2 (min.0-1-8) Max Horz 2=266(LC 6) Max Uplift 2=-77(LC 7),8=-27(LC 7) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1873/54,3-4=-1587/39,4-5=-1392/62,5-12=-524/67,6-12=-332/79,6-7=-437/104, 7-8-1102/49 BOT CHORD 2-11=-86/1570,10-11=-78/953,9-10=-78/953 WEBS 3-11=-439/129,5-11=0/704,5-9-848/129,7-9=0/915 NOTES 1)Wind:ASCE 7-05;95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 3) Unbalanced snow loads have been considered for this design. �� P�Q FS 4)This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. NGINE.. �©� 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,8. ki 7)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 1 e% ' LOAD CASE(S) Standard / A .TORE -:/* / Digital Signature EXPIRATION DATE:06/30/14 July 17,2012 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MEM REFERE.NCE PAGE MI1-7473 BEFORE USE. Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP or SPp)lumber is specified,the design values are those effective 06/0412412 by ALSC or proposed by SPIt3. Job Truss Truss Type Qty Ply FRED EICHLER CONSTR. R34846079 OT-07543 C04 COMMON TRUSS 2 1 Job Reference(optional) PRECISION TRUSS&LUMBER,INC.,CLACKAMAS,OR.97015 7.250 s May 11 2011 MiTek Industries,Inc.Tue Jul 17 09:43:12 2012 Page 1 ID:mBuyMgIc2kgGdS2BRZID_HzY50d-o_TS?2t6L1dwCrv2KnDQsKRwLAaGQ?qo1 NAX8syxALT -1-6-0 7-4-5 14-2-3 21-0-0 24-11-4 24-11 11-0-0 7-4-5 I 6-9-13 6-9-13 3-11-4 • 4x4= Scale=1:66.3 12 6 6.00 12 6 = 7 3x4 i 5 3x4 • 1.5x3 \\4 3 d $I1 n�� d 3x4 = 11 10 9 8 3x4= 3x4= 3x4 II 4x8= I 9-9-12 I 21-0-0 1 24-11-4 1 9-9-12 11-2-4 3-11-4 Plate Offsets(X,Y): f2:0-0-12,0-0-21,16:0-2-0.0-2-41,17:0-1-8,Edael LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) 1/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.59 Vert(LL) -0.25 9-11 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.88 Vert(TL) -0.66 9-11 >447 180 TCDL 10.0 Rep Stress Incr YES WB 0.47 Horz BCLL 0.0 p Horz(TL) 0.04 8 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Weight:132 lb FT=20% LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-13 oc purtins, BOT CHORD 2 X 4 DF No.2 except end verticals. WEBS 2 X 4 HF Std BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-9,6-9,7-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1231/0-5-8 (min.0-1-8),8=1101/0-3-2 (min.0-1-8) Max Horz 2=266(LC 6) Max Uplift 2=-77(LC 7),8=-27(LC 7) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1873/54,3-4=-1587/39,4-5=1392/62,5-12=-524/67,6-12=-332/79,6-7=-4371104, 7-8=1102/49 BOT CHORD 2-11=-86/1570,10-11=-78/953,9-10=-78/953 WEBS 3-11=-439/129,5-11=0/704,5-9=-848/129,7-9=0/915 NOTES 1)Wind:ASCE 7-05;95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psi on overhangs ,`F,Q0fl P R 0PA._ non-concurrent with other live loads. C� GINS % 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,N/Y. L,2 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,8. 7)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 16 LOAD CASE(S) Standard Or 4Aj • ON 4I • Digital Signature EXPIRATION DATE:06/30/14 July 17,2012 I ■ A WARNING•Verify design parameters and READ M)7ES ON 771IS AND INCLUDED:8777M RBFERE/4CB PAGE MU-7473 BEFORE USE. Design valid for use only with Mick connectors.This design is based only upon parameters shown.and Is for an Individual building component. MIII• Applicability of design parameters and proper Incorporation of component is responsibility of buiding designer-not truss designer.Bracing shown Is for lateral support of individual web members only.Additional temporary bracing to Insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek' fabrication,quality control storage.delivery,erection and bracing,consult ANSI/IP11 Quality Criteria,DSI-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP or SPp)lumber is specified,the design values are those effective 06/01./2012 by ALSC or proposed by SPIEL Job Truss Truss Type Qty Ply FRED EICHLER CONSTR. R34846080 OT-07543 C05 COMMON TRUSS 12 1 Job Reference(optional) PRECISION TRUSS 8 LUMBER,INC.,CLACKAMAS,OR.97015 7.250 s May 11 2011 MiTek Industries,Inc.Tue Jul 17 09:43:13 2012 Page 1 I D:mBuyMglc2kgGdS2BRZfD_HzY50d-GA1 rCOtl6Klnq?UEuUkfOYz0Ea0y9QFxF 1 v4glyxALS 2-2-3 I 9-0-0 1 12-11-4 I 2-2-3 6-9-13 3-11-4 4x4= Scale:3/16"=1' 6.00 12 8 3 Ill 3x5= 9q 3X4 i 2x4 II 2 1 b 03 c. 7 6 5 3x5 = 3x8= 3x4 II I - _9-0-Q _ I 12-11-4 —H 9-0-0 3-11-4 Plate Offsets(X,Y): f1:0-2-0,0-0-121,13:0-2-0,0-2-81.f4:0-1-8,Edgel,17:0-2-0,0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) Udefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.90 Vert(LL) -0.13 6-7 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.46 Vert(TL) -0.33 6-7 >465 180 TCDL 10.0 Rep Stress Incr YES WB 0.58 Horz(TL) -0.00 5 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2009/TP12007 (Matrix) Weight:96 lb FT=20% LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2 X 4 DF No.2 except end verticals. • WEBS 2 X 4 HF Std BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 3-6,4-5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer - Installation guide. REACTIONS (lb/size) 5=569/0-3-2 (min.0-1-8),7=569/Mechanical Max Holz 7=245(LC 6) Max Uplift 5=-42(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-8=-303/74,4-5=-561/50 WEBS 3-6=254/78,4-6=-70/435,2-7=-527/93 NOTES 1)Wind:ASCE 7-05;95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)Refer to girder(s)for truss to truss connections. PR 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5. (? O OF1s 7)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSIITPI 1. t NG(�� `',./ �C LOAD CASE(S) Standard ltr y �' 16-'0- f' .o OREG• • Digital Signature EXPIRATION DATE:06/30/14 J July 17,2012 _ 1 1 AWARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MTIEK REFERENCE PAGE 9111-7473 BEFORE USE. ' Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quafly Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP or SPp)lumber is specified,the design values are those effective 06;Ot/2012 by ALSC or proposed by SPtB. Job Truss Truss Type Qty 'Ply FRED EICHLER CONSTR. R34846081 OT-07543 CO6 GABLE 4 1 Job Reference(optional) PRECISION TRUSS&LUMBER,INC.,CLACKAMAS,OR.97015 7.250 s May 11 2011 MiTek Industries,Inc.Tue Jul 17 09:43:14 2012 Page 1 I D:mBuyMglc2kgGdS2BRZfD_HzY50d-kNbDQ kuNtetdR93QRCF uxl WA?_I duog 5UhfdDkyxALR 1 7-4-5 I 14-2-3 1 21-0-0 1 24-11-4 1 7-4-5 6-9-13 6-9-13 3-11-4 5x6 I I Scale=1:65.9 CONN.OF GABLE STUDS BY TRUSS MANUFACTURER 27 6 6.00 12 " 4x6 II 7 5x6 li 5 zs 4x6 . 2x4'2 a m 3 �� d 2x4 = 2� •ii?IJW t1�r■111:1 4x12 M18SHS i 12 11 10 9 8 2x4 II 5x9 II 4x6 = 3x5 I 8x8 = I 9-3-4 1 11-11-4 1 21-0-0 I 24-11-4 1 9-3-4 2-8-0 9-0-12 3-11-4 Plate Offsets(X,Y): 15:0-2-0,0-1-121.17:0-1-12,0-2-01,18:0-2-4,0-0-121,19:0-1-12,0-3-121.111:0-4-12,0-2-81,(13:0-4-8,0-2-01,114:0-1-8,0-0-121 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.90 Vert(LL) -0.16 9-11 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.75 Vert(TL) -0.38 9-11 >784 180 M18SHS 220/195 TCDL 10.0 Rep Stress Incr NO WB 0.96 Horz(TL) 0.08 8 n/a n/a BCLL 0.0 Code IBC2009/TPI2007 (Matrix) Weight:199 lb FT=20% BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-4-6 oc purlins, 6-7:2 X 4 DF No.2,1-4:2 X 6 DF 1800F 1.6E except end verticals. . BOT CHORD 2 X 6 DF No.2'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-10:2 X 6 DF 2500F 2.2E WEBS 1 Row at midpt 11-13 WEBS 2 X 4 HE Std'Except* 2 Rows at 1/3 pts 5-9,7-8 5-11,5-9:2 X 4 DF No.2,7-9:2 X 4 DF Std,2-13,13-14:2 X 6 DF No.2 JOINTS 1 Brace at Jt(s):13,14 OTHERS 2 X 4 HF Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=4129/0-5-8 (min.0-3-14),8=2540/0-3-2 (min.0-2-11) Max Horz 1=566(LC 6) Max Uplift 1=-178(LC 7),8=-145(LC 7) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-7547/316,2-3=-6371/378,3-4=-5135/220,4-26=-4711/277,5-26=-4554/312, 5-27=-1130/109,6-27=-936/130,6-7=-1035/155,7-8=-2523/187 BOT CHORD 1-12=-532/6362,11-12=-532/6381,10-11=-197/3187,9-10=197/3187 WEBS 3-13=-1906/364,11-13=-2671/360,11-14=-160/3358,5-14=-157/3354,5-9=-3292/316, 6-9=-86/604,7-9=-102/2165,2-13=-591/3,12-13=-2/485 NOTES 1)Wind:ASCE 7-05;95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right PR exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 ��_D OFFS 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry �'� GI N� s/ Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. c� �N"AC,..0„; 3)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 �L 4) Unbalanced snow loads have been considered for this design. CC' 168:0 IA 5)All plates are MT20 plates unless otherwise indicated. 6)Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. T, 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) $.!OT 1 ON Yr 1=178,8=145. 9)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/I-PI 1. j7 M !4 10) Girder carries tie-in span(s):10-11-0 from 0-0-0 to 11-11-4 ��• 74� 11) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1775 lb down and 70 lb up at DER S S."C 11-11-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. Digital Signature • 12) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). EXPIRATION DATE:06/30/14 LOAD CASE(S) Standard July 17,2012 Cvnurl�+cvv�u�ragcz __ 46,VVANINCr-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER"REFERENCE PAGE M71-T4T3 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. NI Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage.delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria.DSB-89 and BCSI Building Component 7777 Greenback Lane.Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 ff Southern Pine SP or SPp lumber is s recified,the desi.n values are those effective 0601/2012 b ALSC or.ro.osed b SPIB. Job Truss Truss Type Qty Ply FRED EICHLER CONSTR. R34846081 • OT-07543 C06 GABLE 4 1 Job Reference(optional) PRECISION TRUSS&LUMBER,INC.,CLACKAMAS,OR.97015 7.250 a May 11 2011 MiTek Industries,Inc.Tue Jul 17 09:43:14 2012 Page 2 I D:mBuyMglc2kgGdS2BRZfD_HzY50d-kNbDQkuNtetdR93QRCFuxdWA 7_Iduog5UhfdDkyXALR LOAD CASE(S) Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=351(F=281),2-26=271(F=-201),6-26=-70,6-7e-70,1-8=-20 Concentrated Loads(lb) Vert:11=-1775(F) _ t 1 tD WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE PIE-7473 BEFORE USE Design valid for use only with Mirek connectors.This design is based only upon parameters shown,and Is for an individual building component. Applicability of design parameters and proper incorporation of component it responsbiBty of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Addiional temporary bracing to insure stability during construction Is the responsibllty of the MTek• erector.Additional permanent bracing of the overal structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control storage.delivery,erection and bracing.consult ANSI/TPI1 Quality Criteria,DSa-89 and ICS!Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312.Alexandria.VA 22314. Citrus Heights,CA,95810 If Southern Pine(SP or SPp)lumber is specified,the design values are those effective 068112012 by ALSC or proposed by SPIEL. • Job Truss Truss Type Qty 'Ply FRED EICHLER CONSTR. R34846082 OT-07543 D01 GABLE 1 1 ` Job Reference(ootionall PRECISION TRUSS&LUMBER,INC.,CLACKAMAS,OR.97015 7.250 s May 11 2011 MiTek Industries,Inc.Tue Jul 17 09:43:15 2012 Page 1 ID:mBuyMgIc2kgGdS2BRZfD_HzY5od-CZ9bd3v7ey7U3Jed7vn7Uz3QmNI)dNXEjLOBIByxALQ 1-6-0 6&S 12-10-3 19-0-0 24-11-4 1-6-0 I 6-8-5 I 6-1-13 I 1 6-1-13 5-11-4 4x4 = Scale=1:57.4 CONN.OF GABLE STUDS BY TRUSS MANUFACTURER 6 6.00 12 fl 18 4x5 3x4 7 5 3x4 1.5x3 \\ 4 d 2 �I/111 3x6 = 11 10 9 8 14 13 12 3x4= 3x5= 2x4 II I 6-6-15 1 19-0-0 319= 24-11-4 I 8-6-15 10-5-1 5-11-4 Plate Offsets(X,Y): 12:0-2-12,0-1-81,16:0-2-0,0-2-81,f7:Edge,0-1-121.(10:0-2-8,0-1-8I LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.58 Vert(LL) -0.23 10-11 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.70 Vert(TL) -0.62 10-11 >392 180 TCDL 10.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.04 8 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight:132 lb FT=20% LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-13 oc purlins, BOT CHORD 2 X 4 DF No.2 except end verticals. . WEBS 2 X 4 HF Std*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 7-8:2 X 4 DF No.2 WEBS 1 Row at midpt 5-10,6-10,7-8 OTHERS 2 X 4 HF Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation aulde. REACTIONS All bearings 4-7-0 except(jt=length)84-3-4. (Ib)- Max Horz 2=221(LC 6) Max Uplift All uplift 100 lb or less at joint(s)2,8,12 except 13=265(LC 1) Max Gray All reactions 250 lb or less at joint(s)12,14,13 except 2=1058(LC 1), 8=1088(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1841/57,3-4=1607/51,4-5=1509/72,5-18=-703/62,6-18=531/73,6-7=-688/87, 7-8=1052/40 BOT CHORD 2-14=-69/1549,13-14=-69/1549,12-13=-69/1549,11-12=69/1549,10-11=60/1029 WEBS 3-11=395/124,5-11=0/581,5-10=-720/121,7-10=0/797 NOTES 1)Wind:ASCE 7-05;95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 p P R 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry �� Peo Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. '\1.- NGI N tS) 3)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 t� �i 9 4)Unbalanced snow loads have been considered for this design. / 29 5)This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs 1•�• ••P E non-concurrent with other live loads. 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) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,8,12 except !. •• / p (jt=1b)13=265. 9)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. •ppII • . 2.s !` LOAD CASE(S) Standard ,`,r/&'.R S.1\ . Digital Signature EXPIRATION DATE:06/30/14 July 17,2012 ■ • a WARNING•Verify design parameters and RBMD NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Jill-7473 BEFORE USE. Design valid for use only with Mirek connectors.This design is based only upon parameters shown.and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek• erector.Additional permanent bracing of the overall structure k The responsibility of the building designer.For general guidance regarding fabrication,qualify control.storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,0 5.89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Satety Information available from Truss Plate institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP or Sep)lumber is specified,the design values are those effective 06/0112012 by ALSO or proposed by SPIB. Job Truss Truss Type Qty Ply FRED EICHLER CONSTR. R34846083 e 01-07543 D02 Conrnon Truss 4 1 Job Reference footionall PRECISION TRUSS&LUMBER,INC.,CLACKAMAS,OR.97015 7.250 s May 11 2011 MiTek Industries,Inc.Tue Jul 17 09:43:16 2012 Page 1 ID:mBuyMglc2kgGdS2BRZfD_HzY50d-glizgPwdPF7LhTCpZcIMOAbcYn_MMpjOx?8kHdyxALP I-1-04 I 6-8-5 I 12-10-3 I 19-0-0 I 24-11-4 I 1-6-0 6-8-5 6-1-13 6-1-13 5-11-4 4x4 I I Scale=1:57.4 6 6.00 I 12 n 12 4x5 3x4 i 7 5 3x4 i 1.5x3 \\ 4 '� s b mx 2 IIIIIIIIIIAIL d-1 - = o d 3x4= 11 10 9 8 3x4= 3x5 = 2x4 II I 8-6-15 I 19-0-0 319= 24-11-4 I 8-6-15 10-5-1 5-11-4 Plate Offsets(X,Y): f6:0-2-12,0-2-0j,j7:Edge,0-1-121,110:0-2-4,0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (bc) Udefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.58 Vett(LL) -0.20 10-11 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.74 Vert(TL) -0.54 10-11 >549 180 TCDL 10.0 Rep Stress Ina" YES WB 0.41 Horz(TL) 0.04 8 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight:126 lb FT=20% LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-12 oc purlins, BOT CHORD 2 X 4 DF No.2 except end verticals. . WEBS 2 X 4 HF Std'Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 7-8:2 X 4 DF No.2 WEBS 1 Row at midpt 5-10,6-10,7-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation Guide. REACTIONS (lb/size) 2=1231/0-5-8 (min.0-1-8),8=1101/0-3-4 (min.0-1-8) Max Horz 2=221(LC 6) Max Uplift 2=-76(LC 7),8=-11(LC 7) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3e-1917/44,3-4=-1688/39,4-5=-1588/60,5-12=-708/62,6-12=-537/72,6-7=-694/86, 7-8=-1060/39 BOT CHORD 2-11=58/1614,10-11=-56/1059 WEBS 3-11=384/117,5-11=0/656,5-10=755/117,6-10=-14/251,7-10=0/804 NOTES 1)Wind:ASCE 7-05;95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. �P PR open 4)This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5� NGiN�; .r+ 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. / 9 2 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,8. '4 'y j.7)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 16;� p f /! LOAD CASE(S) Standard /� V• •• . •/ f ii S.I`NCB • Digital Signature EXPIRATION DATE:06/30/14 July 17,2012 f i 0 WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED KITEK REFERENCE PAGE MII1-7473 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 Applcabilty of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control storage.delivery,erection and bracing.consult ANSI/fll1 Quality Criteria,058-89 and 6051 Binding Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street Suite 312.Alexandria.VA 22314. Cirrus Heights,CA,95610 If Southern Pine(SP or SPp)lumber is specified,the design values are those effective 06101/2012 by ALSC or proposed by SPIB. Job Truss Truss Type Qty Ply FRED EICHLER CONSTR. R34846084 OT-07543 D03 GABLE 2 1 • Job Reference(optional) PRECISION TRUSS&LUMBER,INC.,CLACKAMAS,OR.97015 7250 s May 11 2011 MiTek Industnes,Inc. The Jul 17 09:52:21 2012 Page 1 ID:mBuyMglc2kgGdS2BRZfD HzY50d-Dc8?DmWU2io0ZDNZ_aaAc6grNT7WYNRcGIf4vXyxACu I 5-6-12 I 11-2-12 I 2E-1-4 127-7-41 5-6-12 5-8-0 14-10-8 1-6-0 3x4 — Scale=1:62.0 :0:000.0. 7 8 1D 11 12 r 13 2x3 14 I � 10 17i 27 26 25 24 23 20 19 4x8 tv 1l11i11III11346 - = 3x4= 111 ��A ��.s►L�/1y .,/I IIM •O�• ■•WWI■∎��∎VA■■ •• ■■■•MI W.W.I I0��MIU.m. N 33 32 31 30 29 2x3 I I 3x4 I I 0-pi4 5-0-12 I 26-1-0 I 0-3-4 5-3-8 20-6-8 Plate Offsets(X,Y): 116:0-3-8,0-2-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udell L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.17 Vert(LL) -0 01 17 n/r 120 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.18 Vert(TL) -0.02 17 n/r 90 TCDL 10.0 Rep Stress Incr NO WB 0.17 Horz(TL) 0.03 16 n/a n/a BCLL 0.0 Code IBC2009/TPI2007 (Matrix) Weight:191 lb FT=20% BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2 X 4 DF No.2 except end verticals. WEBS 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 HF Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. _ REACTIONS All bearings 26-1-4. ' (Ib)- Max Horz 33=-128(LC 5) Max Uplift All uplift 100 lb or less at joint(s)33,28,23,26,27,31,32,22,21,20,19,16 except 29=-141(LC 6),30=-273(LC 5) Max Gray All reactions 250 lb or less at joint(s)33,28,23,25,27,30,31,32,22,21,20,19,18 except 29=290(LC 5),26=265(LC 2),16=260(LC 3) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25f1;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/I-PI 1. 3) TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 4) Unbalanced snow loads have been considered for this design. �P O P R OF�s 5) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. �CD< NG I N-. s/� 6)All plates are 1 5x3 MT20 unless otherwise indicated. C. G e. 7) Gable requires continuous bottom chord bearing. w '9 8) Gable studs spaced at 2-0-0 oc. •,: - 16:11477- r C- 9) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. /,� 10) Bearing at joint(s)28 considers parallel to grain value using ANSI/-PI 1 angle to grain formula. Building designer should verify capacity of bearing surface. , 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)33,28,23,26, .* ARE 27,31,32,22,21,20,19,16 except(jt=lb)29=141,30=273. ,O 2" / 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)23,25,26,27,22,21,20,19,18,16. '9 ,-.1 13) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI G 1. MFR S.I.\N 14) No notches allowed in overhang and 0 from left end and 10600 from right end or 12"along rake from scarf,whichever is larger. Digital Signature - Minimum 1.5x4 tie plates required at 2-0-0 o.c.maximum between the stacking chords. For edge-wise notching,provide at least one tie plate between each notch. ( EXPIRATION DATE: 06/30/14 j LOAD CASE(S) Standard July 17,2012 - 1 ■ AWARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED IOITEK REFERENCE PAGE AIII-7473 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. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing.consult ANSI/1PI1 quality Criteria.DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Solely IniormaHon available from Truss Plate Institute,781 N.Lee Street.Suite 312.Alexandria.VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP or SP.)lumber is e.ecified,the design values are those effective 06;01/2012 b ALSC or proposed b SPIEL Job Truss Truss Type Qty Ply FRED EICHLER CONSTR. R34846085 01-07543 D04 SPECIAL TRUSS 2 1 _Job Reference(optional) PRECISION TRUSS&LUMBER,INC.,CLACKAMAS,OR.97015 7.250 s May 11 2011 MiTek Industries,Inc.Tue Jul 17 09:43:19 2012 Page 1 ID:mBuyMglc2kgGdS2BRZfD_HzY50d-5K06TRyV AVwYwxOElr3epD5u?1328xgezMOuyyxALM 5-6-12 11-2-12 I 1 18-4-12 26-1-4 127-7-4 5-6-12 5-8-0 7-2-0 7-8-8 1-6-0 • 4x4 II Scale=1:56.9 3 6.00 11 14 3x4 4 3x5= 1 ratiiiii6 I 5 :Ill ra . 6 ji 0 8 9 7 3x4, ;3 1 4x8= 3x8= 3x5 = u 1.5x3 II 12 11 3x4 = 2x4 II 00-��44 5-6-12 I 11-2-12 1 18-4-12 1 26-1-4 I 013-4 5-3-8 5-8-0 7-2-0 7-8-8 Plate Offsets(X,Y): [1:Edae,0-1-01,12:0-1-12,0-1-81.13:0-2-12.0-2-01.15:0-2-10,0-1-81.110:0-5-8.Edael LOADING (psf) SPACING 2-0-0 CSI DEFL in (Mc) Udefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.70 Vert(LL) -0.09 5-7 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.61 Vert(TL) -0.25 5-7 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.09 5 n/a n/a BCLL O.O Code IBC2009/TPI2007 (Matrix) Weight:134 lb FT=20% BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-14 oc purlins, BOT CHORD 2 X 4 DF No.2 except end verticals. . WEBS 2 X 4 HF Std*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-12:2 X 4 DF No.2 WEBS 1 Row at midpt 4-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 5=1283/0-5-8 (min.0-1-8),12=1154/Mechanical Max Horz 12=-137(LC 5) Max Uplift 5=62(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2--1300/55,2-13--1218/30,3-13=1054/50,3-14=-1133/60,4-14=1251/36, 4-5=2002/9,1-12=1106/48 BOT CHORD 2-10=-277/66,9-10=-21/1100,8-9=0/1678,7-8=0/1678,5-7=0/1678 WEBS 3-9 /559,4-9=-795/81,4-7=0/321,1-10=0/1119 NOTES 1)Wind:ASCE 7-05;95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. >�� PR FS 4)This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs /r non-concurrent with other live loads. �,5� N NeE' Si> 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. C? tG 'A- 6)Refer to girder(s)for truss to truss connections. "+ –Y- 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5. 6:,'! E 8)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. / i LOAD CASE(S) Standard '/(I. 1�FR S.1\NC'� Digital Signature EXPIRATION DATE:06/30/14 July 17,2012 Q WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED NIT EK REFERENCE PAGE MU 7473 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. Applicability of design parameters and proper incorporation of component is responsiblty of building designer-not truss designer.Bracing shown Mil is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Cdteda,D1149 and ICSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP or SPp)lumber is specified,the design values are those effective 06/01/2012 by ALSC or proposed by SPIEL Job Truss Truss Type Qty Ply FRED EICHLER CONSTR. R34846086 OT-07543 D05 SPECIAL TRUSS 10 1 _ ,Job Reference(ooliorlal) PRECISION TRUSS 8 LUMBER,INC.,CLACKAMAS,OR.97015 7.250 s May 11 2011 MiTek Industries,Inc. Tue Jul 17 09:43:20 2012 Page I ID:mBuyMglc2kgGdS2BRZfD_HzY50d-ZWyUgnz8S UenA4 WaoSMI B0mD2O0alevzsd6yQOyxALL 5-11-4 � 13-1-4 � 20-9-12 122-3-121 5-11-4 7-2-0 7-8-8 1-6-0 4x4 11 Scale=1.52 2 6.00 12 2 11 12 5x5 = 11 1 354 SP 3 IA TS 4 n p cI . 5 j$ 4x4 = 6 7 6 _. 3x4= 3x8 = 3x4 =55 10 W LEGDON NOT DESIGNED FOR ANY ADDITIONAL LATERAL LOADS LOADS OTHER THAN THE WIND LOAD APPLIED TO THE TRUSS AS SHOWN. I 5-11-4 I 13-1-4 1 20-9-12 1 5-11-4 7-2-0 7-8-8 Plate Offsets(X,Y): (1:0-2-0,0-2-41,f2:0-2-12,0-2-01,14:0-1-12,0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.86 Vert(LL) -0.07 4-6 >999 240 MT20 185/148 (Roof Snow=25.0) TCDL 10.0 Lumber Increase 1.15 BC 0.53 Vert(TL) -0.22 4-6 >999 180 BCLL 0.0 Rep Stress Mu YES WB 0.33 Horz(TL) 0.29 4 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Weight:101 lb FT=20% LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, BOT CHORD 2 X 4 DF No.2 except end verticals. • WEBS 2 X 4 HF Std'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-10:2 X 4 OF No.2 WEBS 1 Row at midpt 3-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer _ Installation guide. REACTIONS (lb/size) 4=1046/0-5-8 (min.0-1-8),10=915/0-3-4 (min.0-1-8) Max Horz 10=186(LC 5) Max Uplift 4=-64(LC 8),10=-8(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-11=-693/32,2-11=-530/51,2-12=-530/61,3-12=-732/37,3-4=-1491/15,9-10=-915/8, 1-9=856/27 BOT CHORD 7-8=0/1225,6-7=0/1225,4-6=0/1225 WEBS 1-8=-11/652,3-8=-784/83,3-6=0/323 NOTES 1) Wind:ASCE 7-05;95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design PR 4) This truss has been designed for greater of min roof live load of 18.0 psi or 1.00 times flat roof load of 25.0 psf on overhangs �.c 0 OPFs non-concurrent with other live loads. �\�< NG( '-2/O� 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. {G Q 6) Bearing at joint(s)10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify 1 9�d� yC capacity of bearing surface. / 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,10. 8)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard OREG�r�� FR S.-C\ • Digital Signature EXPIRATION DATE:06/30/14 J July 17,2012 1 r AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII7473 BEFORE USE. • Design valid for use ordy with MiTek connectors.This design is based only upon parorneters shown.and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Mil is for lateral support of individual web members only.Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek' erector Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control,storage.delivery,erection and bracing.consult ANSI/RI1 Quality CrIterra,DSB.89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available horn Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP or SPp)lumber is specified,the design values are those effective 08,01/2012 by ALSC or proposed by SPIB. Job Truss Truss Type Qty Ply FRED EICHLER CONSTR. R34846087 OT-07543 E01 COMMON TRUSS 2 1 Job Reference(optional) PRECISION TRUSS 8 LUMBER,INC.,CLACKAMAS,OR,97015 7.250 s May 11 2011 MiTek Industries,Inc. Tue Jul 17 09:49:41 2012 Page 1 I D:m BuyMq lc2kq Gd S2 B RZf D_HzY50d-vqT We3a7 kYej Nd8pcz ie7 M 2 RR_Qk3y63TOucl pyxAF O I -1-6-0 1 6-0-14 ( 11-7-4 ( 17-1-10 23-2-8 124-8-8 1 1-6-0 6-0-14 5-6-6 5-6-0 6-0-14 1-6-0 Scale=1:45.0 1.5x3= 4x5 = CONN.OF GABLE STUDS BY TRUSS MANUFACTURER 6.00 12 1.5x3 \ 30 31 1.5x3 // 1.5x3 II 3 5 1.5x3 II 1.5x3 II 1.5x3 I 3x4 3x4 2 r .... 6 01.... EI -• .5516,„.. 7 1i AI 10 9 8 101 4x8% 4x8 3x4 = 3x4 = 3x4 = I 7-11-0 I 15-3-8 I 23-2-8 I 7-11-0 7-4-8 7-11-0 Plate Offsets(X,Y): (2:0-3-4,0-2-01,16:0-3-4,0-2-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) I/dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.44 Vert(LL) -0.08 6-8 >999 240 MT20 185/148 (Roof Snow=25.0) TCDL 10.0 Lumber Increase 1.15 BC 0.53 Vert(TL) -0.24 6-8 >999 180 BCLL 0.0 Rep Stress Inca' YES WB 0.34 Horz(TL) 0.06 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight:157 lb FT=20% LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-2 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. . WEBS 2 X 4 HF Std MTek recommends that Stabilizers and required cross bracing OTHERS 2 X 4 HF Std be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 6=1145/0-5-8 (min.0-1-8),2=1145/0-58 (min.0-1-8) Max Horz 2=68(LC 7) Max Uplift 6=-62(LC 8),2=-62(LC 7) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1896/20,3-30=-1656/5,4-30=-1568/24,4-31=-1568/24,5-31=-1656/5, 5-6=-1896/20 BOT CHORD 2-10=-15/1645,9-10=0/1063,8-9=0/1063,6-8=0/1645 WEBS 3-10=-484/105,4-10=0/668,4-8=0/668,5-8=-484/105 NOTES 1) Wind:ASCE 7-05;95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3) TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 4) Unbalanced snow loads have been considered for this design. �� PR Of-A- non-concurrent s 5)This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs E with other live loads. \�� • �NG1N- eSj, 6) Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. (by others) bearing capable withstanding uplift joint(s) V .!' 8) Provide mechanical connection b others of truss to bearin plate ca able of withstandin 100 lb u lift at'oint s 6,2. 1/��% E • 9) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 10) No notches allowed in overhang and 10600 from left end and 10600 from right end or 12"along rake from scarf,whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c.maximum between the stacking chords. For edge-wise notching,provide at � / +, least one tie plate between each notch. + toT OREG J• ,� LOAD CASE(S) Standard 1 $A)g' /� t,'7ER -S -ny. - Digital Signature EXPIRATION DATE:06/30/14 j July 17,2012 1 a AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE M11-7473 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. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown k for lateral support er individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage,delivery.erection and bracing,consult ANSI/TPI1 Quality Criteria,058-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available horn Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 If Southern Pine IV or SPp)lumber is specified,the design values are those effective 06.01/2012 by ALSC or proposed by SPIB. I s Job Truss Truss Type Qty Ply FRED EICHLER CONSTR. 834848088 w• OT-07543 E02 COMMON TRUSS 2 1 Job Reference(optional) PRECISION TRUSS&LUMBER,INC.,CLACKAMAS,OR.97015 7.250 s May 11 2011 MiTek Industries,Inc.Tue Jul 17 09:43:23 2012 Page 1 I D:mBuyMglc2kq Gd S2BRZfD_HzY50d-z5ecJo701POM 1 YF9TbN?ofOrocRaVO7QYbKc l jyxALI l -1-6-0 l 6-0-14 I 11-7-4 I 17-1-10 ( 23-2-8 i 24-8-8 i • 1-6-0 6-0-14 5-6-6 5-6-8 6-0-14 1-8-0 Scale=1:42.1 4x5= 4 ei 6.00 1z 1.5x3\\ 11 12 1.5x3 // 3 5 / • 6 2. {� 0. , 141 �� 7 !g al 0.71 10 9 8 S7-174 3x4 = 3x4= 3x4 = 3x4= 3x4 = I 7-11-0 1 15-3-8 I 23-2-8 I 7-11-0 7-4-8 7-11-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.45 Vert(LL) -0.08 2-10 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.51 Vert(TL) -0.23 2-10 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.05 6 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight:95 lb FT=20% LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-4 oc purtins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Std MiTek recommends that Stabilizers and required cross bracing • be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1145/0-5-8 (min.0-1-8),6=1145/0-5-8 (min.0-1-8) Max Horz 2=71(LC 7) . Max Uplift 2=-61(LC 7),6=-61(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1749/20,3-11=-1530/12,4-11=1440/31,4-12=1440/31,5-12=-1530/12, 5-6=1749/20 BOT CHORD 2-10=-13/1472,9-10=0/1004,8-9=0/1004,6-8=0/1472 WEBS 4-8=0/593,5-8=-404/107,4-10 /593,3-10=-404/107 NOTES 1)Wind:ASCE 7-05;95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,6. .R�,0 P R OFFS 7)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/I-PI 1. \�\ NG► - c$'�O LOAD CASE(S) Standard ,C? 1 r 9.`, 9 217 A OREG. ' FR S.1\ • Digital Signature EXPIRATION DATE:06/30/14 _ July 17,2012 A WARNINFJ•Verify design parameters and READ NOTES ON TTIIS AND INCLUDED MTEKREFERENCE PAGE NI1.7473 BEFORE USE. Design valid for use only with Mirek connectors.This design is based only upon parameters shown.and is for an individual building component. Apptcabirity of design parameters and proper Incorporation of component is responsblity of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction Is the responsibility of the MiTek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.qualify control,storage.delivery.erection and bracing,consult ANSI/TPl1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane.Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP Of SPp)lumber is specified,the design values are those effective 0670112012 by ALSC or proposed by SPIB. • Job Truss Truss Type Qty Ply FRED EICHLER CONSTR. R34846089 . 01-07543 F01 JACK-CLOSED TRUSS 2 Job Reference(optional) PRECISION TRUSS&LUMBER.INC.,CLACKAMAS,OR.97015 7.250 s May 11 2011 MiTek Industries,Inc. Tue Jul 17 09:43:25 2012 Page 1 ID:mBuyMgIc2kgGdS2BRZfD_HzY50d-VUINjU1 GHOG4GrOYb?yTu4T6wPOQzy4jOvpj6cyxALG -1-6-0 13-2-12 1-6-0 13-2-12 1.5x3 I I Scale=1:45.9 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT 3x4 II LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS ST•TED IN THE DRAG LOAD NOTE BELOW. 8 9 1.5x3 II 7 1.5x3 II 6.00 12 6 1.5x3 II 5 1.5x3 II 4 1.5x3 I 3 141 �{;}L 2 4 �. 4x8 M18SHS= 16 15 14 13 12 11 10 1.5x3 I I 1.5x3 I I 1.5x3 I I 1.5x3 I I 1.5x3 I I 3x4 I I 1.5x3 II 13-2-12 I 13-2-12 Plate Offsets(X,Y): [2:0-0-0,0-0-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.73 Vert(LL) -0.01 1 n/r 120 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.87 Vert(TL) -0.01 1 n/r 90 M18SHS 220/195 TCDL 10.0 Rep Stress lncr YES WB 0.14 Horz(TL) 0.05 10 n/a n/a BCLL 0.0 Code IBC2009fTP12007 (Matrix) Weight:73 lb FT=20% BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 2-7-2 oc pudins, BOT CHORD 2 X 4 DF No.2 except end verticals. • WEBS 2 X 4 HF Std BOT CHORD Rigid ceiling directly applied or 2-7-8 oc bracing. OTHERS 2 X 4 HF Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 13-2-12. (Ib)- Max Horz 2=191(LC 18) Max Uplift All uplift 100 lb or less at joint(s)14,15,16,13,12 except 10=-245(LC 19),2=-2788(LC 20), 11=-264(LC 20) Max Gray All reactions 250 lb or less at joint(s)14,15,13 except 10=268(LC 22),2=3005(LC 13),16=254(LC 10),12=275(LC 13),11=328(LC 13) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=6197/6043,3-4=-4846/4816,4-5=-3997/3903,5-6=-3057/2990,6-7=2116/2078, 7-8=1179/1167,8-9=-226/251 BOT CHORD 2-16=-5375/5434,15-16=-4334/4357,14-15=-3510/3533,13-14=-2686/2709, 12-13=-1862/1885,11-12=-1038/1061 NOTES 1)Wind:ASCE 7-05;95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Qs..0 PRO/FS Gable End Details as applicable,or consult qualified building designer as perANSI/TPI 1. c-j NGINEE 3) TCLL:ASCE 7-05;Pf=25 0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 �G 9 4) Unbalanced snow loads have been considered for this design ,cr 5)This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs 2' 1 foX4 E • non-concurrent with other live loads. 6)All plates are MT20 plates unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. / /� qT r 8)Gable studs spaced at 2-0-0 oc. �/ j 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. OREG ' 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)14,15,16,13, -or ./14 g /!G 12 except(jt=1b)10=245,2=2788,11=264. 11)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI � j� -S ( N� 1 Digital Signature 12)This truss has been designed for a total drag load of 5450 lb.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 13-2-12 for 412.0 plf. ( EXPIRATION DATE:06/30/14 LOAD CASE(S) Standard July 17,2012 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED AIITEK REFERENCE PAGE AIII-7473 BEFORE USE. Design valid for use only with IvL7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek* erector.Additional permanent bracing of the overal structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSE-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP or SPp)lumber is specified,the design values are those effective 06fO1/2012 by ALSC or proposed by SPIB. Job Truss Truss Type Qty Ply FRED EICHLER CONSTR. R34846090 . OT-07543 F02 COMMON TRUSS 6 1 ,fob Reference ioptional) PRECISION TRUSS&LUMBER,INC.,CLACKAMAS,OR.97015 7.250 s May 11 2011 MiTek Industries,Inc.Tue Jul 17 09:43:26 2012 Page 1 I D:mBuyMglc2kgGdS2B RZfD_HzY5Od-NgJlxg2u2KOwu?zk8jTi Q HOJkpUmiFQsFYZGe2yxALF -1-6-0 6-8-14 13-2-12 - I 1-6-0 1 _ _6-8-14 ( ___ 6-5-14 Scale=1:41.1 4x4 I I 4 S 6.00 12 7 3x4 m 3 -p 6 2 r ►a 6 0 3x4= 5 1.5x3 I I 3x4 = I 6-8-14 I 13-2-12 I 6-8-14 6-5-14 Plate Offsets(X,Y): f4:Edge,0-3-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.59 Vert(LL) -0.04 2-6 >999 240 MT20 185/148 (Roof Snow=25 0) Lumber Increase 1.15 BC 0.35 Vert(TL) -0.11 2-6 >999 180 TCDL 10.0 Rep Stress lncr YES WB 0.78 Horz(TL) 0.02 5 n/a n/a BCLL 0.0 Code IBC2009/TPI2007 (Matrix) Weight:61 lb FT=20% BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-3 oc purlins, BOT CHORD 2 X 4 DF No.2 except end verticals. • WEBS 2 X 4 HF Std*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4-5:2 X 4 DF No.2 1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. _ REACTIONS (lb/size) 5=570/0-3-4 (min.0-1-8),2=708/0-5-8 (min.0-1-8) Max Horz 2=191(LC 6) Max Uplift 5=-30(LC 7),2=-66(LC 7) Max Gray 5=694(LC 2),2=735(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-885/16.4-5=-274/48 BOT CHORD 2-6=-45/704,5-6=-45/704 WEBS 3-6=0/292,3-5=-752/66 NOTES 1)Wnd:ASCE 7-05;95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 3) Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. (i--0 PROF�C�, 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. NCi I N.. 6> 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,2. / 9 7)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. '9 1• •IPE f LOAD CASE(S) Standard 40 MFR S.1\ - Digital Signature EXPIRATION DATE:06/30/14 j July 17,2012 A WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 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. Applicability of design parameters and proper incorporation of component u responsibility of building designer-not truss designer.Bracing shown Mil is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek, erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.qualify control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality ceteda,059.89 and ICSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria.VA 22314. Citrus Heights.CA,95610 If Southern Pine(SP or SPp)lumber is specified,the design values are those effective 06:01x7012 by ALSC or proposed by SPIB. Job Truss Truss Type Qty Ply •FRED EICHLER CONSTR. R34846091 . 07-07543 F03 GABLE 2 2 Job Reference(optional) PRECISION TRUSS&LUMBER,INC.,CLACKAMAS,OR.97015 7250 s May 11 2011 MiTek Industnes,Inc.Tue Jul 17 09:43:27 2012 Page I ID:m BuyMglc2kgGdS2 BRZfD_HzY50d-stt78A2Xpe WnV9YwiQ_xzVZYxDi WRhu?TC I pAUyxAL E 1 4-0-0 I 8-9-0 I 11-1-9 112-10-2 ( 17-0-8 1 4-0-0 4-9-0 2-4-9 1-8-9 4-2-6 2x3 II Scale=1:52.8 CONN.OF GABLE STUDS BY TRUSS MANUFACTURER 5 3x4 \\ 4 6.00 12 13 4x10 i 3 . /� � 1.5x3 II I IL 2 1 .AigillIllgll[ 4x5 = 10 9 4x4= 4x4 = 5x7 II 4x7 H 8 7 6 I 4-0-0 I 8-9-0 I 11-1-9 I 17-0-8 I 4-0-0 4-9-0 2-4-9 5-10-15 Plate Offsets(X,Y): 11:0-1-8,0-0-21,13:0-3-13,0-1-8L14:0-1-8,0-1-01,15:0-1-8,0-0-121.16:0-1-12,0-2-01,18:0-1-12,0-2-0).19:0-4-12,0-2-01,110:0-4-12,0-1-121 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 IC 0.37 Vert(LL) -0.09 9-10 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.89 Vert(TL) -0.20 9-10 >763 180 TCDL 10.0 Rep Stress Incr NO WB 0.89 Horz(TL) 0.02 8 n/a n/a BCLL 0.0 Code IBC2009/TPI2007 (Matrix) Weight:236 lb FT=20% BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-11 oc purlins, BOT CHORD 2 X 6 OF No.2 except end verticals. - WEBS 2 X 4 HF Std*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-10,4-8:2 X 4 DF No.1&Btr WEBS 1 Row at midpt 5-6 OTHERS 2 X 4 HF Std REACTIONS All bearings 4-1-0 except(jt=length)1=0-5-8. (lb)- Max Horz 1=233(LC 6) Max Uplift All uplift 100 lb or less at joint(s)8,7 except 6=-1409(LC 3) Max Gray All reactions 250 lb or less at joint(s)6 except 1=4525(LC 2),8=9751(LC 2),7=837(LC 3) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=6977/0,2-3=-6931/56,3-13=-82/1328,4-13=-67/1451 BOT CHORD 1-10=-86/6158,9-10=-75/2396,8-9=-75/2396,7-8=-1237/65,6-7=-1237/65 WEBS 3-10=-58/5092,3-9=0/3503,4-8=-3148/39,3-8=-5101/64,4-6=0/2457 NOTES 1) 2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2 X 4-1 row at 0-7-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-6-0 oc. Webs connected as follows:2 X 4-1 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. 5,c D PRO fi- 3) Wind:ASCE 7-05;95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right '<� GIFT Ss" exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 , �N . �� 4) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry 'P Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. Z 16:.+: r 5)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 / 6) Unbalanced snow loads have been considered for this design. [� 7) Gable studs spaced at 2-0-0 oc. [[[[�� 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8,7 except(jt=lb) b• ORE -• 6=1409. TF /� •„� 10) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI ” •1. MEF1 S r' 11) Girder carries tie-in span(s):34-3-0 from 0-0-0 to 17-0-8 12) This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward Digital Signature movement at the bearings.Building designer must provide for uplift reactions indicated. 1 EXPIRATION DATE:06/30/14 LOAD CASE(S) Standard July 17,2012 I LVI nn Or�r�+age __ ■ WMM -'Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE 1811-7473 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.• Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the Mire k' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery.erection and bracing.consult ANSI/TPII Quality Criteria,053-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available horn Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP or SPp)lumber is specified,the design values are those effective 06/018012 by ALSC or proposed by SPIEL Job Truss Truss Type Qty Ply FRED EICHLER CONSTR. R34846091 • OT-07543 F03 GABLE 2 - 2 Job Reference(optional) PRECISION TRUSS&LUMBER,INC.,CLACKAMAS,OR.97015 7.250 3 May 11 2011 MiTek Industries,Inc. Tue Jul 17 09:43:27 2012 Page 2 ID:mBuyMglc2kgGdS2BRZ(D_HzY50d-stt78A2XpeWnV9YwiCi xzVZYxDiWRhu?TCIpAUyxALE . LOAD CASE(S) Standard 1)Snow Lumber Increase-1.15,Plate Increase=1.15 Uniform Loads(pit) Vert:1a=-70,1-13=-746(F=-726) / r 0WARMNG Verify design parameters and READ NOES ON 7711S AND INCLUDED MI TEK REFERENCE PAGE NIl-7473 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. Applicability of design parameters and proper incorporation of component is responsibility of banding designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek• erector.Additional permanent bracing of the overal structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control,storage.delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and 8051 Building Component 7777 Greenback Lane,Suite 109 Safety information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 if Southern Pine t SP or SPp)lumber is specified,the design values are those effective 06/0112012 by ALSC or proposed by SPIES. • Job Truss Truss Type Qty Ply FRED EICHLER CONSTR. R34846092 OT-07543 G01 GABLE 1 1 Job Reference(optional) PRECISION TRUSS&LUMBER,INC.,CLACKAMAS,OR.97015 7.250 s May 11 2011 MiTek Industries,Inc. Tue Jul 17 09:50:03 2012 Page 1 ID:mBuyMglc2kgGdS2BRZfD_HzY50d-F2ogFarwYJPb0og1vb5o0?yGXr2TD_KIXpDn4XyxAF2 -1-6-0 1 7-7-12 1-6-0 7-7-12 1.5x3 i Scale-1:26.0 1.5x3 II 1.5x3 II o 1 8 7 6 4x6 1.5x3 II 1.5x3 II 1.5x3 II 7-7-12 7-7-12 Plate Offsets(X,Y): 12:0-4-0,Edoe1.15:0-1-8,0-0-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.15 Vert(LL) -0.03 1 n/r 120 MT20 185/148 (Root Snow=25.0) Lumber Increase 1.15 BC 0.10 Vert(TL) -0.03 1 n/r 90 TCDL 10.0 Rep Stress lncr YES WB 0.03 Horz(TL) 0.00 6 n/a n/a BCLL 0.0 Code IBC2009fTP12007 (Matrix) Weight:43 lb FT=20% BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, SOT CHORD 2 X 4 DF No.2 except end verticals. - WEBS 2 X 4 HF Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 HF Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 7-7-12. (Ib)- Max Harz 2=105(LC 6) Max Uplift All uplift 100 lb or less at joint(s)6,2,8,7 Max Gray All reactions 250 lb or less at joint(s)6,7 except 2=282(LC 2),8=328(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Wind:ASCE 7-05;95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3) TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct-1 4) Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. PE� PR OF6-s 7) Gable studs spaced at 2-0-0 cc. �\c " GINS 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. R 9) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,2,8,7. 10)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI `2 1�j -E • 1. 11) No notches allowed in overhang and 10600 from left end and 0 from right end or 12"along rake from scarf,whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c.maximum between the stacking chords. For edge-wise notching,provide at least � / one tie plate between each notch. a `OT GREG J• LOAD CASE(S) Standard -Q FMB `MFR S. Nv • Digital Signature EXPIRATION DATE:06/30/14 July 17,2012 • AWARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AIII-7473 BEFORE USE. Design valid for use only wills MiTek connectors.This design is based only upon parameters shown,and is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage.delivery.erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP or SPp)lumber is specified,the design values are those effective 06.0912012 by ALSC or proposed by SPIB. Job Truss Truss Type Qty Ply FRED EICHLER CONSTR. R34846093 . OT-07543 002 Common Truss 1 1 Job Reference(optional) PRECISION TRUSS 8 LUMBER,INC.. CLACKAMAS,OR.97015 7.250 s May 11 2011 MiTek Industries,Inc. Tue Jul 17 09:43:28 2012 Page 1 ID:mBuyMglc2kgGdS2BRZfD_HzY50d-K3RVM W39axee7J77G8 WAVi5cvd7IAL49is2N1wyxALD -1-6-0 l 7-7-12 1-6-0 7-7-12 Scale=1:25.8 1.5x3 II 3 6.00 12 5 2 6 r ►� 2x4 = 4 1.5x3 II 7-7-12 7-7-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.81 Vert(LL) -0.15 2-4 >595 240 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.57 Vert(TL) -0.37 2-4 >238 180 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCLL 0.0 Code IBC2009/TPI2007 (Matrix) Weight:29 lb FT=20% BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.18■Btr TOP CHORD Structural wood sheathing directly applied or 5-3-4 oc purlins, BOT CHORD 2 X 4 DF No.2 except end verticals. WEBS 2 X 4 HF Std 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 (lb/size) 4=313/0-3-4 (min.0-1-8),2=463/0-5-8 (min.0-1-8) Max Horz 2=114(LC 6) Max Uplift 4=-15(LC 6),2=64(LC 7) Max Gray 4=366(LC 2),2=477(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=-293/58 NOTES 1) Wnd:ASCE 7-05;95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 3) Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,2. 7)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI TPI 1. R 6FE-ss LOAD CASE(S) Standard �NG(NE- 16860' eir 1111•".3 troNA; •Fti18 E' (j� A � ilRS � Digital Signature EXPIRATION DATE:06/30/14 July 17,2012 � r AWARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE P471 7472 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. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek, erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control,storage.delivery.erection and bracing,consult ANSI/1P11 Quality Criteria,DS8-89 and SCSI BuBdtng Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP or SPp)lumber is specified,the design values are those effective 06;01l2012 by AL SC or proposed by SPIB. Job Truss Truss Type Qty Ply FRED EICHLER CONSTR. R34846094 OT-07543 003 GABLE I 1 Job Reference(ootional) PRECISION TRUSS&LUMBER,INC.,CLACKAMAS,OR.97015 7250 s May 11 2011 MiTek Industries,Inc.Tue Jul 17 09:43:29 2012 Page 1 ID:mBuyMglc2kgGdS2BRZfD_HzY50d-of?uZs4nLFmVITiJgr1P2weky1 Mn mllxWnwFNyxALC -1-6-0 ( 6-7-2 12-11-4 1-6-0 6-7-2 6-4-2 3x5% Scale=1:41.0 CONN.OF GABLE STUDS BY TRUSS MANUFACTURER 4 0. 12 600 1.5x3 \\ 410,1 3 2 3x4 = 8 2x4 II 3x4 = 7 6 5 I 7-6-4 l 12-11-4 l 7-6-4 5-5-0 Plate Offsets(X,Y): 14:0-2-0,0-1-81,(5:0-1-12,0-1-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.98 Vert(LL) -0.06 2-8 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.33 Vert(LL) -0.16 2-8 >566 180 TCDL 10.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 Code IBC2009/TPI2007 (Matrix) Weight:78 lb FT=20% BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 except end verticals. . WEBS 2 X 4 HF Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 x 4 DF Std G WEBS 1 Row at midpt 4-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 5-1-4 except(jt=length)2=0-5-8,8=0-2-12,8=0-2-12. (Ib)- Max Horz 2=187(LC 6) Max Uplift All uplift 100 lb or less at joint(s)5,2,8,7,6 Max Gray All reactions 250 lb or less at joint(s)6 except 5=269(LC 2),2=417(LC 1), 8=760(LC 2),8=690(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 3-8=-507/120 NOTES 1) Wind:ASCE 7-05;95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3) TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 4) Unbalanced snow loads have been considered for this design. �� PR�>��, 5)This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs "<(- NG I NE. s/O non-concurrent with other live loads. / 9 2 6) Gable studs spaced at 2-0-0 oc. 9 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. CC 1 C??"O" ti' 8)A plate rating reduction of 20%has been applied for the green lumber members. _ 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,8. 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,2,8,7,6. I/ 11)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI •. ,pT OREG• 1. / 12)This truss is designed for a creep factor of 1.50,which is used to calculate the total load deflection. The building designer shall 9 F/(.j� , . ,',...,,(</ verify that this parameter fits with the intended use of this component. 41 .. N LOAD CASE(S) Standard Digital Signature EXPIRATION DATE:06/30/14 July 17,2012 1 it A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED)AITEK REFERENCE PAGE hII1-7473 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. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of indMdual web members only.Additional temporary bracing to insure stability during construction is the responsibltty of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control,storage,delivery.erection and bracing.consult ANSI/TPI1 Quality Criteria,058-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Inlormatlon available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria.VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP or SPp)lumber is specified,the design values are those effective 06:61(2012 by ALSC or proposed by SPIB. Job Truss Truss Type Qty Ply FRED EICHLER CONSTR. R34846095 _ OT-07543 004 Common Truss 1 1 Job Reference(optional) PRECISION TRUSS 8 LUMBER,INC.,CLACKAMAS,OR.97015 7.250 s May 11 2011 MiTek Industries,Inc. Tue Jul 17 09:50:36 2012 Page 1 ID:mBuyMglc2kgGdS2BRZ fD_HzY5odoPIJBsFdnSZwT4rNL 1 BYszgnE97ASgp97SjOk7yxAEX 4-7-0 I 8-7-8 ( 12-11-8 4-7-0 4-0-8 4-4-0 Scale=1:40.0 3x4 II 4 a 6.00 12 6x8 i 3 el 114 We • 4x7% At,-2 5x16 M18SHS% 1 .. 8 w 11.1 MN 1 . ■ 11E3 9 5x8* 10 7 11 12 6 13 14 el 5 3x12 M18SHS II 8x12 II 8x8= I 4-7-0 I 8-7-0 I 12-11-8 I 4-7-0 4-0-8 4-4-0 Plate Offsets(X,Y): [1:0-6-10,0-0-21,[2:0-2-12,0-1-121.[3:0-3-0,0-2-01,(5:0-3-4,0-4-121,[6:0-8-0,0-3-81,17:0-8-0.0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) Vdefl LJd PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.66 Vert(LL) 0.12 6-7 >999 240 MT20 185/148 (Roof Snow=25.0) TCDL 10.0 Lumber Increase 1.15 BC 0.87 Vert(TL) -0.28 6-7 >545 180 M18SHS 220/195 BCLL 0.0 Rep Stress Incr NO WB 0.97 Horz(TL) 0.05 5 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight:100 lb FT=20% LUMBER BRACING TOP CHORD 2 X 6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-3-8 oc purlins, BOT CHORD 2 X 10 DF SS except end verticals. . WEBS 2 X 4 DF No.2'Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-6,3-5:2 X 4 HF Std WEBS 1 Row at midpt 2-6 2 Rows at 1/3 pts 3-5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=5125/0-5-8 (req.0-5-9),5=5137/0-3-8 (req.0-5-9) Max Horz 1=169(LC 6) Max Uplift 1=-669(LC 7),5=-594(LC 7) Max Gray 1=5222(LC 4),5=5238(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-8=-7745/961,2-8=7711/972,2-3=-4266/548 BOT CHORD 1-9=-905/7009,9-10=-905/7009,7-10=-905/7009,7-11=-905/7009,11-12=-905/7009, 6-12=-905/7009,6-13=-500/3801,13-14=-500/3801,5-14=-500/3801 WEBS 2-7=-330/2914,2-6=-3611/492,3-6=-650/5328,3-5=-5211/697 NOTES 1)Wind:ASCE 7-05;95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MVVFRS(low-rise);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 c1� .0 PR Q,ce 3) Unbalanced snow loads have been considered for this design. GJt • G(N& �'/ 4)All plates are MT20 plates unless otherwise indicated. ,� �N i C� 5) Concentrated loads from layout are not present in Load Case(s):#1 Snow;#2 Unbal.Snow-Left;#3 Unbal.Snow-Right. 4r 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 2 168:•'_ 7)WARNING:Required bearing size at joint(s)1,5 greater than input bearing size. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 1=669,5=594. # ON 1 9)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI I. Wit r/,0 • 10) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)878 lb down and 203 lb up at 1-0-12,878 lb down and 203 lb up at 3-0-12,878 lb down and 203 lb up at 5-0-12,878 lb down and 203 lb up at 7-0-12,and 878 lb down and 203 lb up at 9-0-12,and 878 lb down and 203 lb up at 11-0-12 on bottom chord. The design/selection of such 9�r7 - �• connection device(s)is the responsibility of others. MFR S,1 11) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). Digital Signature LOAD CASE(S) Standard f EXPIRATION DATE:06/30/14 3 July 17,2012 "'"'204'vrrgc __ Mt UiU•Verifj design parameters and READ NOTES ON THIS AND INCLUDED JII7EKREFERENCE PAGE h71I-7473 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. Applicability of design parameters and proper incorporation of component a responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery.erection and bracing.consult ANSI/fP11 quality Crtterla,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP or SPp)lumber is specified,the design values are those effective 06'01/2012 by ALSC or proposed by SPIB. Job Truss Truss Type Qty Ply FRED EICHLER CONSTR. R34846095 OT-07543 G04 Common Truss 1 1 • Job Reference(oolional) PRECISION TRUSS 8 LUMBER.INC.,CLACKAMAS,OR.97015 7.250 s May 11 2011 MiTek Industries,Inc. Tue Jul 17 09:50:36 2012 Page 2 ID:mBuyMglc2kgGdS2BRZID_HzY50d-oPIJBsFdnSZwT4rNL1BYszgnE97ASgp97SjOk7yxAEX LOAD CASE(S) Standard 1) Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-8=-50,4-8=-70,1-5=-747(F=-727) 1 r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE MII-7473 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. Applicabity of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsiblfity of the MiTek* erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/091 Quality Criteria,MS-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Inlormallon available from Truss Plate Institute.781 N.Lee Street.Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP or SPp)lumber is specified,the design values are those effective 063)1/2012 by ALSC or proposed by SPIB, Job Truss Truss Type Qty Ply FRED EICHLER CONSTR. R34846096 . OT-07543 H01 GABLE 1 1 Job Reference(ootional) PRECISION TRUSS&LUMBER,INC.,CLACKAMAS,OR.97015 7.250 s May 11 2011 MiTek Industries,Inc. Tue Jul 17 09:51:01 2012 Page 1 I D:mBuyMglc2kgGdS2BRZfD_HzY50d-ZDJmOPYI u7jNzwGB In8PMEMAuErYoDlgtrHr6AyxAE8 -1-6-0 5-5-8 10-11-0 12-5-0 1-6-0 ( 5-5-8 } 5-5-8 I 1-6-0 Scale=1:25.5 1.5x3= 4x4 = 1.5x3 II 1.5x3 II CI 4 1.5x3 II 1.5x3 I 6.00 12 ' , r I■ 5 3 12 11 3x4 i 3x4 V N 2 6 Y Y ` 1 4x8 -:- 10 9 8 4x8 1.54 I I 1.5x3 I I 1.5x3 I I I 10-11-0 I 10-11-0 Plate Offsets(X,Y): 12:0-3-8.0-2-01,L6:0-3-8.0-2-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TOLL 25.0 Plates Increase 1.15 TC 0.15 Vert(LL) -0.02 7 n/r 120 MT20 185/148 (Roof Snow=25.0) TCDL 10.0 Lumber Increase 1.15 BC 0.07 Vert(TL) -0.01 7 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight:56 lb FT=20% LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. • OTHERS 2 X 4 HF Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 10-11-0. - (Ib)- Max Horz 2=41(LC 7) Max Uplift All uplift 100 lb or less at joint(s)2,6,10,8 Max Gray All reactions 250 lb or less at joint(s)9 except 2=265(LC 2),6=266(LC 3),10=294(LC 2),8=294(LC 3) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wnd:ASCE 7-05;95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/I-PI 1. 3)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 18.0 psi or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. p P R QF 7) Gable studs spaced at 2-0-0 oc. (�� e 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. c'.3' GIN Se5'j 9) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,6,10,8. �' , 0iL 10)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI tV 1. 168',0._ 11) No notches allowed in overhang and 10600 from left end and 10600 from right end or 12"along rake from scarf,whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c.maximum between the stacking chords. For edge-wise notching,provide at e least one tie plate between each notch, �� LOAD CASE(S) Standard .p'�T• ON 4p '17< FM BE• G4i DER s.1 • Digital Signature EXPIRATION DATE:06/30/14 July 17,2012 t r AWARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1111.7473 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. Mil of design parameters and proper incorporation of component 6 responsibility of building designer-not truss designer.Bracing shown {t is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the iVliTek- erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP or SPp)lumber is specified,the design values are those effective 8801/2012 by ALSC or proposed by SPIB. Job Truss Truss Type Qty Ply FRED EICHLER CONSTR. R34846097 • OT-07543 H02 Common Truss 1 1 Job Reference(optional) PRECISION TRUSS&LUMBER,INC.,CLACKAMAS,OR.97015 7.250 s May 11 2011 MiTek Industries,Inc. Tue Jul 17 09:43:32 2012 Page I I D:mBuyMglc2kgGd S2 B RZfD_HzY50d-Cqg 0 Bt6feA84 LwR uV_a6gYGPj EZr68J kd U0a riyxAL9 -1-6-0 5-5-8 10-11-0 12-5-0 I 1-6-0 ) 5-5-8 I 5-5-8 I 1-6-0 Scale=1:22.3 4x4 = Me 8.00 12 8 7 4 2 A i ea ti ►� 5 1 , 1.5x3 VA I 3x4 = 3x4 = 01-6 5-5-8 I 10-10-10 10-11-0 0-0-6 5-5-2 5-5-2 0--6 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.31 Vert(LL) -0.02 4-6 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.24 Vert(TL) -0.05 4-6 >999 180 TCDL 10.0 Rep Stress'nor YES WB 0.11 Horz(TL) 0.01 4 n/a n/a BCLL 0.0 Code IBC2009/TPI2007 (Matrix) Weight:39 lb FT=20% BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer • Installation guide. REACTIONS (lb/size) 2=592/0-4-12 (min.0-1-8),4=592/0-4-12 (min.0-1-8) Max Horz 2=44(LC 7) _ Max Uplift 2=-58(LC 7),4=-58(LC 8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-7=-646/0,3-7=-553/1,3-8=-553/0,4-8=-646/0 BOT CHORD 2-6=0/502,4-6=0/502 NOTES 1) Wnd:ASCE 7-05;95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25 0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,4. 7)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSIITPI 1. <<-4‘) PR op£s LOAD CASE(S) Standard CD. NGI c.v.., • r 9 �r'-E se N�� ER S,-CN • Digital Signature EXPIRATION DATE:06/30/14 July 17,2012 t AWARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE I411-7473 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. NI' Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/n11l1 Quality Crlteda,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312 Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP or SPp)lumber is specified,the design values are those effective 0 6/0 117 01 2 by ALSC or proposed by SPIB. . Job Truss Truss Type Qty Ply FRED EICHLER CONSTR. 834846098 OT-07543 H03 COMMON TRUSS 10 Job Reference(optional) PRECISION TRUSS 8 LUMBER,INC.,CLACKAMAS,OR.97015 7.250 s May 11 2011 MiTek Industries,Inc. Tue Jul 17 09:43:33 2012 Page 1 ID:mBuyMgIc2kgGdS2BRZfD_HzY50d-g1 EOPD7HPUGxD4043h5LCmoZreuUrbVus81808yxAL8 5-3-14 10-7-12 5-3-14 5-3-14 4x4— Scale=1:19.7 6.00 12 6 5 3 1 I 1 Id 1.5x3 II 3x4= 3x4= 5-3-14 10-7-12 5-3-14 5-3-14 Plate Offsets(X,Y): 12:0-2-0,0-2-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) I/dell Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.35 Vert(LL) -0.02 1-4 >999 240 MT20 185/148 (Roof Snow=25.0) TCDL 10.0 Lumber Increase 1.15 BC 0.28 Vert(TL) -0.06 1-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight:34 lb FT=20% LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=473/Mechanical,3=473/Mechanical Max Horz 1=-26(LC 5) Max Uplift 1=-4(LC 7).3=-4(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-5=-701/0,2-5=-546/17,2-6=-546/17,3-6=-701/0 BOT CHORD 1-4=0/555,3-4=0/555 NOTES 1)Wind:ASCE 7-05;95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 3) Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s)for truss to truss connections. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3. 7)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ��P R t7F�s, LOAD CASE(S) Standard <C\ �E9 sfO29 :8% E . •• :o R S \ • Digital Signature EXPIRATION DATE:06/30/14 July 17,2012 WARNING'Verify design parameters arid READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AIIT-7473 BEFORE USE. Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.qualify control,storage.delivery.erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Sheet.Suite 312.Alexandria.VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP or SPp)lumber is specified,the design values are those effective OM/12012 by ALSC or proposed by SPIB. Job TRUSS Truss Type Qty Ply FRED EICHLER CONSTR. R34846099 _ 01-07543 H04 COMMON TRUSS 2 1 Job Reference(optional) PRECISION TRUSS&LUMBER,INC.,CLACKAMAS,OR.97015 7.250 s May 11 2011 MiTek Industries,Inc.Tue Jul 17 09:43:34 2012 Page 1 I D:mBuyMglc2kgGdS2BRZfD_HzY50d-BDoncZ8w9nOorEaGcOcalzLY23Rar014oVhwayxAL7 5-3-14 10-7-12 5-3-14 5-3-14 4x5 I I Scale=1:19.7 2 6.00 12 6 5 3 1 I , . 3x5= 4x7 II 3x5 = 5-3-14 10-7-12 5-3-14 5-3-14 Plate Offsets(X,Y): (1:0-1-7,0 0 71,13:0 1-7,0 D-71,(4:0-4-12,0-2-0) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.48 Vert(LL) -0.06 3-4 >999 240 MT20 185/148 (Roof Snow=25.0) TCDL 10.0 Lumber Increase 1.15 BC 1.00 Vert(TL) -0.13 3-4 >965 180 BCLL 0.0 Rep Stress Incr NO WB 0.87 Horz(TL) 0.02 3 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight:42 lb FT=20% LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-10 oc purtins. BOT CHORD 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. - WEBS 2 X 4 HF Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=1775/Mechanical,3=1775/Mechanical Max Horz 1-26(LC 6) Max Uplift 1=-3(LC 7),3=-3(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-5=-2416/0,2-5=-2282/16,2-6=2282/15,3-6=-2416/0 BOT CHORD 1-4=0/2109,3-4=0/2109 WEBS 2-4=0/1703 NOTES 1)Wind:ASCE 7-05;95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 3) Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s)for truss to truss connections. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3. 7)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �� 8)Girder carries tie-in span(s):13-0-0 from 0-1-10 to 10-9-6 't G eS'j 9) 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 C (1 0 E, 1) Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pit) Vert:1-2=-70,2-3=-70,1-3=-267(F=-247) 1111Rfe • 0 A R S.��N • Digital Signature EXPIRATION DATE: 06/30/14 July 17,2012 t r A WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE MTI-74TJ 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. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsiblrity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/7P11 Quality Crterla,DSI-B9 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine SP or SP. lumber is s.ecified,the desi.n values are those effective 06;0112012 b ALSC or.ro•osed b SPIB. . r ■ Job Truss Truss Type Qty Ply FRED EICHLER CONSTR. R34846100 OT-07543 J01 JACK-OPEN TRUSS 2 1 Job Reference(optional) PRECISION TRUSS 8 LUMBER,INC.,CLACKAMAS,OR.97015 7.250 s May 11 2011 MiTek Industries,Inc. Tue Jul 17 09:43:35 2012 Page 1 ID:mBuyMglc2kgGdS28RZfD_HzY50d-dPM9gv8Yw5WtTO9TA68pIBuyMReeJVZBJSEFSOyxAL6 -1-6-0 I 6-0-0 I 1-6-0 6-0-0 Scale=1:20.5 1.5x3 II 6 5 1.5x3 I I • 6.00 rii. 1.513 II 11 • I 3 r 2 r ¢I .._..:.._ :.._.■_.._ 11.._r ..._.._.._.._.._.._.. _.I _.._ 1 10 9 8 7 _ 2x4 1.5x3 I I 1.5x3 I I 1.5x3 I I I 6-0-0 I 6-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.15 Vert(LL) -0.02 1 n/r 120 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.04 Vert(TL) -0.03 1 n/r 90 TCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code IBC2009fTP12007 (Matrix) Weight:26 lb FT=20% LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 HF Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 6-0-0. (Ib)- Max Horz 2=100(LC 7) - Max Uplift All uplift 100 lb or less at joint(s)6,2,9,8 Max Gray All reactions 250 lb or less at joint(s)6,2,7,10,9,8 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1) Wind:ASCE 7-05;95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIITPI 1. 3) TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1 4) Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. p PR O Fs 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,2,9,8. IN - (S'/O 10)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSUTPI C9 2 1. Ct' 1•P,•F 9C.- ir LOAD CASE(S) Standard / cb -9 F� e 2,' �MRs.I.\" • Digital Signature 1 EXPIRATION DATE:06/30/14 j July 17,2012 A WARNING--Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI!7473 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. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MI is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control.storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Crtterta,056-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Cirus Heights,CA,95610 If Southern Pine(SP or SPp)lumber is specified,the design values are those effective 0681/2012 by ALSC or proposed by SPi6. -__ - • • • Job Truss Truss Type City Ply FRED EICHLER CONSTR. R34846101 OT-07543 J02 JACK-OPEN TRUSS 4 1 Job Reference(optional) PRECISION TRUSS&LUMBER,INC.,CLACKAMAS,OR.97015 7.250 s May 11 2011 MiTek Industries,Inc. Tue Jul 17 09:43:36 2012 Page 1 I D:mBuyMglc2kgGd S2BRZfD_HzY50d-5bwX1 F9AhPf W4Xkfkpf2g000przs2y3KY6_o_TyxAL5 -1-6-0 6-0-0 1-6-0 6-0-0 Scale=1:20.5 3 Ig 6.00 FT 6 2 1/ •/ 4 1 VII OM 2x4 = 5 4-2-12 4-2-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.62 Vert(LL) -0.01 2-5 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.11 Vert(TL) -0.02 2-5 >999 180 TCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight:20 lb FT=20% LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No 2 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 (lb/size) 3=186/Mechanical,2=367/0-3-8 (min.0-1-8),5=84/0-5-8 (min.0-1-8) Max Horz 2=99(LC 7) Max Uplift 3=-55(LC 7),2=-63(LC 7) Max Gray 3=222(LC 2),2=378(LC 2),5e168(LC 4) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1) Wind:ASCE 7-05;95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s)for truss to truss connections. 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. 8) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �4D P R Opfie. 6' LOAD CASE(S) Standard � \..\GIN•F (-)/ 1opiPE.9 Fq s. \ Digital Signature EXPIRATION DATE:06/30/14 July 17,2012 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 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. 14111 Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the Mire k, erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing.consult ANSI/TPI1 Ouallty Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Inlormatlon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP or SPp)lumber is specified,the design values are those effective 06.0112012 by ALSC or proposed by SPIB. I I , 1 Job Truss 'Truss Type Qty Ply FRED EICHLER CONSTR. R34846102 • 01-07543 J03 GABLE 2 1 _lob Reference(optional) PRECISION TRUSS 8 LUMBER,INC.,CLACKAMAS,OR.97015 7.250 s May 11 2011 MiTek Industries,Inc. Tue Jul 17 09:43:37 2012 Page 1 I D:mBuyMglc2kgGd S2BRZfD_HzY50d-ZoUvFbAoSinNihJrIXAHNczI xFJPnPJUmmjLXvyxAL4 -1-6-0 3-0-0 1-6-0 3-0-0 Scale=1'.13 2 3 - CONN.OF GABLE STUDS BY TRUSS MANUFACTURER 6.00 I 12 7 2 2 1 5 4 2x4 = 3-0-0 I 3-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.15 Vert(LL) -0.03 1 n/r 120 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.02 Vert(TL) -0.03 1 n/r 90 TCDL 10.0 Rep Stress Mu YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight:12 lb FT=20% LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 HF Std MiTek recommends that Stabilizers and required cross bracing - be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 3-0-0. (Ib)- Max Horz 2=64(LC 7) Max Uplift All uplift 100 lb or less at joint(s)3,2 Max Gray All reactions 250 lb or less at joint(s)3,4,5 except 2=255(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. ��Q PR� �s 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. \r\ NGINE- `s/p 10)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/I-PI �G 1. 144 "� � 16" (- LOAD CASE(S) Standard - - I� o OREG• 1 :/ 44'f- c: . S.'0 4 • Digital Signature EXPIRATION DATE:06/30/14 , July 17,2012 l r ND 0 WARNING-Verify design parameters and READ NOTES ON THIS A INCLUDED.411177.K.411177.K REFERENCE PAGE AIT1-7473 BEFORE USE. letil. Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component a responsibility of bidding designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek'erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage,delivery,erection and bracing,consult ANSI/TPII Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lana,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP or SPp)lumber is specified,the design values are those effective 06/01/2012 by ALSC or proposed by SPIEL Job Truss Truss Type Qty Ply FRED EICHLER CONSTR. R34846103 . OT-07543 K01 GABLE 2 1 JobBgference(optional) PRECISION TRUSS 8 LUMBER,INC.,CLACKAMAS,OR.97015 7.250 s May 11 2011 MiTek Industries,Inc.Tue Jul 17 09:43.38 2012 Page 1 I D:mBuyMglc2kgGdS2B RZfD_HzY50d-1_2HSxBQDOvDKru2rEhWdpWPzfcYWpid?QTv3LyxAL3 I -1-6-0 . 5-9-7 10-0-4 1-6-0 5-9-7 4-6-13 axe. Scale=1:32.4 5 CONN.OF GABLE STUDS BY TRUSS MANUFACTURER �, 6.00 12 1.5x3 14 3 1 1.5x3 II .4. 3x4 1. r iiiil ii II I, 2 Oa so r 1 4x8 i 9 8 7 6 3x4 = I 10-4-4 I 10-4-4 Plate Offsets(X,Y): 12:0-3-4.0-2-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (roc) 1/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.38 Vert(LL) -0.02 1 n/r 120 MT20 185/148 (Roof Snow=25.0) TCDL 10.0 Lumber Increase 1.15 BC 0.22 Vert(TL) -0.00 1 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) -0.01 5 n/a n/a BCDL 10.0 Code IBC20091TP12007 (Matrix) Weight:66 lb FT=20% LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2 X 4 DF No.2 except end verticals. WEBS 2 X 4 HF Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 HF Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 10-4-4. (Ib)- Max Horz 2=148(LC 6) Max Uplift All uplift 100 lb or less at joint(s)2 except 5=-189(LC 2),6=-132(LC 6) Max Gray All reactions 250 lb or less at joint(s)5,9,8,7 except 2=497(LC 2),6=665(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-541/65,4-6=-399/94 BOT CHORD 2-9=-90/422,8-9=-90/422,7-8=-90/422,6-7=-90/422 WEBS 3-6=478/116 NOTES 1)Wind:ASCE 7-05;95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3) TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 PR 4) Unbalanced snow loads have been considered for this design.5) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs /6b6 �NG1 �� ,(1, non-concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. -� 7) Gable studs spaced at 2-0-0 oc. � � p, f 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2 except(jt=1b) ` 5=189,6=132. ��/ 10) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI A �T OR 46, 11) Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. 1<, 12) No notches allowed in overhang and 10600 from left end and 0 from right end or 12"along rake from scarf,whichever is larger. `N Minimum 1.5x4 tie plates required at 2-0-0 o.c.maximum between the stacking chords. For edge-wise notching,provide at least �R S-`( " one tie plate between each notch. Digital Signature LOAD CASE(S) Standard ( EXPIRATION DATE:06/30/14 July 17,2012 AWARNING-Verify design parxaneters and READ NOTES ON 77118 AND INCLUDED MIIEK REFERENCE PAGE MII-7473 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. '• Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPti Quality Criteda,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP or SPp)lumber is specified,the design values are those effective 06.01/2012 by ALSC or proposed by SPI8. , ► Job Truss Truss Type Qty Ply FRED EICHLER CONSTR. R34846104 OT-07543 K02 MONOPITCH TRUSS 2 _Job Reference(optional) PRECISION TRUSS 8 LUMBER,INC.,CLACKAMAS,OR.97015 7.250 s May 11 2011 MiTek Industries,Inc. Tue Jul 17 09:43:38 2012 Page 1 ID:mBuyMg1c2kgGdS2BRZfD_HzY50d-1 2HSxBQDOvDKru2rEhWvpVV 4fWJWpcd?QTv3LyxAL3 -1-6-0 5-9-7 10-4-4 1-6-0 5-9-7 4-6-13 3x4 I I Scale=1:31.3 4 5 6.00 I 12 1.5x3 8 3 2 1 ►� 7 6 3x5 455= l 10-0-0 � 10-4-4 Plate Offsets(X,Y): (2:0-2-10.0 1-81,17:0 2-0,0 2-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) I/dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.70 Vert(LL) -0.22 2-7 >562 240 MT20 185/148 (Roof Snow=25.0) TCDL 10.0 Lumber Increase 1.15 BC 0.62 Vert(TL) -0.56 2-7 >216 180 BCLL 0.0 Rep Stress Ina YES WB 0.25 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight:45 lb FT=20% LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2 X 4 DF No.2 except end verticals. WEBS 2 X 4 DF No.2'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-7:2 X 4 HF Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS (lb/size) 2=581/0-3-8 (min.0-1-8),6=452/Mechanical Max Horz 2=151(LC 6) Max Uplift 2=-61(LC 7),6=-22(LC 7) Max Gray 2=602(LC 2),6=540(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-564/43 BOT CHORD 2-7=-66/453 WEBS 3-7=-458/95 NOTES 1)Wnd:ASCE 7-05;95mph;TCDL=4.2psf;BCDL=6.Opsf:h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 3) Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs �4�� P��F�iS' non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. /O 6) Refer to girder(s)for truss to truss connections. C? {G 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,6. \� 8)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 168 i , LOAD CASE(S) Standard # ON 41'�',,o /• k'4,7 MFR S Digital Signature EXPIRATION DATE:06/30/14 July 17,2012 1 r A WARNING-Verify design parameters and READ NOTES ON THIS AM)INCLUDED MITEK REFERENCE PAGE AM-7473 BEFORE USE. Design valid for use only with Mnek connectors.This design is based only upon parameters shown.and is for an individual building component. Applicability of design parameters and proper incorporation of component a responsibility of budding designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the Mire k' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control,storage.delivery.erection and bracing,consult ANSI/1811 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street.Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP or SPp)lumber is specified,the design values are those effective 06.01!2012 by ALSC or proposed by SPIB. t C , ■ Job Truss Truss Type Qty Ply FRED EICHLER CONSTR. R34846105 OT-07543 K03 JACK 22 1 _ Job Reference(optional) PRECISION TRUSS 8 LUMBER,INC.,CLACKAMAS,OR.97015 7.250 s May 11 2011 MiTek Industries,Inc. Tue Jul 17 09:43:39 2012 Page 1 ID:mBuyMglc2kgGdS2BRZfD_HzY50d-VAbgfHC2_K14x?TEPyCIS12bX3yxFJomE4CSboyxAL2 -1-6-0 4-10-12 1-6-0 I 4-10-12 Scale=1.17.8 3 010000000111111111111N 6.00 12 5 ::','S rn r N 2 1 4 1 -, 2x4= I 4-10-12 I 4-10-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.33 Vert(LL) -0.02 2-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.21 Vert(TL) -0.06 2-4 >937 180 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight:17 lb FT=20% LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-12 oc purlins. BOT CHORD 2 X 4 DF No.2 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 (lb/size) 3=138/Mechanical,2=351/0-5-8 (min.0-1-8),4=46/Mechanical Max Horz 2=86(LC 7) - Max Uplift 3=-40(LC 7),2=-55(LC 7) Max Gray 3=163(LC 2),2=358(LC 2),4=92(LC 4) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 3) Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s)for truss to truss connections. 7) Refer to girder(s)for truss to truss connections. 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. 9)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,�P�0 P i 0F6ss LOAD CASE(S) Standard c� 04 G) 6'4 >c> 1.7:9 r'' 9r OREGve ,• M&R S.1\N Digital Signature EXPIRATION DATE:06/30/14 July 17,2012 __ f A WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE 11111-7473 BEFORE USE. Design valid for use only with Mnek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/IP11 Qualify Criteria.DSB-89 and SCSI Building Component 7777 Greenback Lane,Sate 109 Safety Information available horn Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP or SPp)lumber is specified,the design values are those effective 06;09/2012 by ALSO or proposed by SPIB. e • . ► Job Truss Truss Type Qty Ply FRED EICHLER CONSTR. R34846106 OT-07543 K04 JACK 10 1 Job Reference(octior181) PRECISION TRUSS 8 LUMBER,INC.,CLACKAMAS,OR.97015 7.250 s May 11 2011 MiTek Industries.Inc. Tue Jul 17 09:43:40 2012 Page 1 I D:mBuyMglc2kgGdS2 BRZfD_HzY50d-zN92ld Cgld9xZ92Qzf)_EbmHSIA_m2wTky?8EyxAL 1 -1-6-0 4-10-12 1-8-0 4-10-12 Scale=1:17.8 3 6.00 I 12 5 2 ,' ,M 4 1 ,, 2x4 = 3x6 I I 0-6-0 ( 4-10-12 � 0-6-0 4-4-12 Plate Offsets(X,Y): J2:0-1-4,Edgel,12:0-0-8,0-8-71 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) Udefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.33 Vert(LL) -0.02 2-4 >999 240 MT20 220/195 (Roof Snow=25.0) TCDL 10.0 Lumber Increase 1.15 BC 0.21 Vert(TL) -0.07 2-4 >781 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight:17 lb FT=20% LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-12 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left:2 x 4 DF Std be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3=138/Mechanical,2=351/0-5-8 (min.0-1-8),4=46/Mechanical Max Horz 2=86(LC 7) Max Uplift 3=-40(LC 7),2=-55(LC 7) Max Gray 3=163(LC 2),2=358(LC 2),4=92(LC 4) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 3) Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of mm roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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. � �R �s 8) Refer to girder(s)for truss to truss connections. F 9) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. 'CO." 10)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,'••ice Tf' LOAD CASE(S) Standard •/ / ; � • p; cl••a `0 * 8. A21 C' Digital Signature EXPIRATION DATE:06/30/14 July 17,2012 4i WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED dIITEKREFERENCE PAGE DIII-7473 BEFORE USE Design valid for use only with Mick connectors.This design is based only upon parameters shown.and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Mire k, erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing,consult ANS1/TPII Quality Criteria,051-89 and ICSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine{SP or SPp)lumber is specified,the design values are those effective 0&01?012 by ALSC or proposed by SPIB. • • . I Job Truss Truss Type Qty Ply FRED EICHLER CONSTR. R34846107 OT-07543 KO5 GABLE 2 1 • ,Lob Reference(optional) PRECISION TRUSS 8 LUMBER,INC.,CLACKAMAS,OR.97015 7.250 s May 11 2011 MiTek Industries,Inc.Tue Jul 17 09:43:40 2012 Page 1 ID.mBuyMglc2kgGdS2BRZfD_HzY50d-zN92tdCgld9xZ92Qzfj EbmHSIA_m2wTky?8EyxAL 1 -1-6-0 4-10-12 1-6-0 4-10-12 Scale=1:17.8 CONN.OF GABLE STUDS BY TRUSS MANUFACTURER 3 ,, 6.00 112 dl2 ■ 4 1 ,= 2x4= 3x6 II 0-6-0 4-10-12 0-6-0 4-4-12 Plate Offsets(X,Y): 12:0-1-4,Edge1,12:0-0-8,0-8-71 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.33 Vert(LL) -0.02 2-4 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.21 Vert(TL) -0.06 2-4 >937 180 TCDL 10.0 Rep Stress lncr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 Code IBC2009/TPI2007 (Matrix) Weight 20 lb FT=20% BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No2 TOP CHORD Structural wood sheathing directly applied or 4-10-12 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 HF Std MiTek recommends that Stabilizers and required cross bracing • WEDGE be installed during truss erection,in accordance with Stabilizer Left:2 X 4 HF Std Installation guide. REACTIONS (lb/size) 3=138/Mechanical,2=351/0-5-8 (min.0-1-8),4=46/Mechanical Max Harz 2=86(LC 7) Max Uplift 3=-40(LC 7),2=-55(LC 7) Max Gray 3=163(LC 2),2=358(LC 2),4=92(LC 4) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1) Wind:ASCE 7-05;95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) Gable studs spaced at 2-0-0 oc. ,g,13 PRQFF 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s �< 8) Refer to girder(s)for truss to truss connections. CJ [.1GI 9) Refer to girder(s)for truss to truss connections. 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. 1 i.44: - 11)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/I-PI 1. LOAD CASE(S) Standard o %1r OREG� ••! •cc T F4q . �t�� MFR •S -<\N• Digital Signature EXPIRATION DATE:06/30/14 July 17,2012 - t AWARNING-Verify design parameters and REM)NOTES ON TTII5 AND INCLUDED MITEK REFERENCE PAGE MI1-7473 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. Applicability of design parameters and proper incorporation of component b responsibility of budding designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/Tell Quality Criteria.065-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety InlormaBon available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP or SPp)lumber is specified,the design values are those effective 06..01.7012 by ALSC or proposed by SPIB. I Symbols Numbering System , General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 /a I (Drawings not to scale) Damage or Personal Injury offsets are indicated. I 9 1 rY Mr = Dimensions are in ft-in-sixteenths. 111 Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0)/16" wide truss spacing,individual lateral braces themselves INAIIIPP)1202 4 may require bracing,or alternative Tor I bracing should be considered. O■_ .* U �� 3. Never exceed the design loading shown and never stock materials on inadequately braced trusses.a 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate '' C., designer,erection supervisor,property owner and plates 0 '4e from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/7P11. connector plates. THE LEFT. R 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. "Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR 1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR 2362,ESR 1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations sire as follows: in all respects,equal to or better than that �� Indicated by symbol shown and/of SYP represents current/old values as published specified. �i Y Y by AWC in the 2005/2012 NDS by text in the bracing section of the SPp represents SPIB proposed values as provided 13.Top chords must be sheathed or purins provided at output. Use T or I bracing in SPIB submittal to ALSC dated Sept 15,2011 spacing indicated on design. if indicated. SP represents ALSC approved/new values with effective date of June 1,2012 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING (2x4 Na 2 and lower grades and smaller sizes), or less,if no ceiling is installed.unless otherwise noted. and all MSR/MEL grades 15.Connections not shown are the responsibility of others. 1 Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MTek®All Rights Reserved approval of an engineer. ■MINO reaction section indicates joint 11 MEM6=6111 1N number where bearings occur. 17.Install and load vertically unless indicated otherwise. ME_g 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TP11: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. m a BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with - Guide to Good Practice for Handling, ' ANS1/TP1 1 Quaity Criteria. Installing&Bracing of Metal Plate 'i Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/18/2012 i ' , . . . 1