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BRES2017-0295 Building Materials & Construction ServicesIt City Building Materials and Construction Services III �9-C-3 2C o 2-9s 45491 Golf Center Parkway, Indio, CA 92203 Telephone: (760) 347-3332 Fax: (760) 347-0202 CITY OF LAQUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION WE-11/4 L-WqSr BMC FARRINGTON ADDITION o6/i5/2oi8 P-mmaPPPPPPW- N Building Materials and cans traction Services CITY OF LA QUINTA j BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE7/mf-mr BY r 45491 Golf Center Parkway, Indio, CA 92203 Telephone: (760) 347-3332 Fax: (760) 347-0202 APPROVED rN411 APPROVED o Fe> t^i TECJ s 'JG`,��.xl ot. t�l �lliii �-Tlr�n•v,T�yiv �;•r�f !iP"!r^hTn !n i'J? ��S!ti�.E ..! .n.,,.0:?� i Y,E_•I u .., .,, a sOTR_ G ' , ....._Fr�R L'��r!��'•c;O�;S. `.iL D%itG i �US�=<'�.r C h,+!'F!��H7 i4 ntiCir lfiLrT!?yG. j RESUW'A — �� D-1 tal!), R E-18 USNP.1 T -- -- i y ay - - -- ----------- GATE 1 �Z�_ _ .. _ B C QRR NADDITION RECEIVED-F -o64512018 JUL U 2 2018 y� cal(-e Arrob k. CITY OF 1.A QUINTA COMMUNITY DEVELOPMENT MiTek' Re: Farrington MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by BMC-Indio, CA. Pages or sheets covered by this seal: R54471083 thru R54471084 My license renewal date for the state of California is June 30, 2020. June 1-5.2018 IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. 00-OO-zE L oV 0:) 00-z I I I i 00 0-z , If ! 00 0-z I k I I f I 00- ° o-z ! I f f f 00" ° 0-z I I CD I I r� I r- I � I 6. 00- L-I. j I I I I ! I I ! I I I I I I I I I I I LOVV I I i 00 0-Z I 00- 0-Z I 1 00 0-z 1 _ _ 1 1 7 00- 0-Z I 1 I 00 0-z Job Truss Truss Type Qty Ply R54471083 FARRINGTON AA01 GABLE 2 1 Job Reference (optional) BMC, Indio, CA - 92203 8.010 s Aug 11 2017 MiTek Industries, Inc. Fri Jun 15 11:54:10 2018 Page 1 I D:IpyoC9luQel2xDaKr29CxFyN BzF-asXll7d W_l dgXjAH kl xZ2PrfgNddBAyv7OwZbz62HB -2-0-9 65-8 11-2-12 16-0-11 �_ 2R9.4 2� I 32-0-0 i 34-0-0 2-D-0 &5� 49� 4-94 4-9-4 4-9-4 6-5-8 2-0-0 , Scale = 1:57.9 — 5z6 = 2x4 II pxa II 2x4 3x4 = 2x4 II 6 2x4 II 2x4 I 3x4 = 1 �2 11; 6 3x4 = 20 19 18 17 16 15 14 13 12 3x4 = 3x6 = 5x8 = 3x6 = 6-3-8— 11-s-12 .ifetr!] 2o--9.4 �25-G-9 32�1t-- &5-8 _ 4-9-4. 4-9-4 -9-4 4-9-4 &5$� C-Y� 13:0-3-O;�dttel, 19:0-3.O.EdDei. i76:0�-0.0.3-0]. j29:0-i-11,0-0.72 32:0-1- 1 0.0.12 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 125 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code IBC2015/TPI2014 CSI. DEFL. in (loc) Ildefl Ud TC 0.21 Vert(LL) -0.00 11 n/r 120 BC 020 Vert(CT) 0.02 11 n/r 90 WB 0 04 Horz(CT) 0.00 10 n/a n/a Matrlx-R PLATES GRIP MT20 220/195 Weight: 164 lb FT = 20% LUMBER- BRACING. TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr "Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 3-0,6-9: 2x6 DF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr WEBS 2x4 DF 1800F 1.6E or 2x4 DF No. 1&Btr OTHERS 2x4 DF Std G REACTIONS. All bearings 32-0-0. (lb) - Max Horz 2=49(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 16, 13, 19, 18, 14 except 2=-131(LC 8), 12=-125(LC 13), 20=-127(LC 12), 10=-136(LC 9) Max Grav All reactions 250 lb or less at joint(s) 17, 15 except 2=408(LC 23), 16=431(LC 1). 13=353(LC 24), 12=583(LC 1), 19=353(LC 23), 20=583(LC 1), 10=408(LC 24) " CES, (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. / 6-16=-360/159, 7-13=-2771137, 8-12=-4471217, 5-19=-277/138, 4-20=-447/217 NOTES- 1) Unbalanced roof live loads have been considered for this design- 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8,4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; partially; MWFRS (envelope) automatic zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=125 plate grip DOL=1,25 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated_ 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 8)' This truss has been designed for live load 20.Opsf bottom �OFES51p a of on the chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide �� N A will fit between the bottom chord and any other members. FtRIL4 01 9) A plate rating reduction of 20% has been applied for the green lumber members. ti49. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 16, 13, 19, 18, Terry 14 except (jt=lb) 2=131, 12=125, 20=127, 10=136. w Q S 6332 m m 11) This truss does not include any time dependant deformation for long term loading (creep) in the Vert(CT) deflection per ANSI/TPI 1. 0 rn The building designer shall verify that this parameter fits with the intended use of this component. P. 6130/2020 OF CM-W June 15,2018 AWARNING - Verify design paramet s and READ NOTES ON THIS AND INCLUDED mrrEK REFERENCE PAGE Nil-7473 rev. 101032015 BEFORE USE Design valid for use only with MiTekV connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing 11 l:Y'�! M11 is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the R.' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suih! 312, Alexandria, VA 22314. 7777 Greenback Lane Suite 109 Citrus Helohls. CA 9561D Job Truss Truss Type Oty Ply R54471084 FARRINGTON AA02 Common 11 1 _ - ,Jab Reference,(npficnal) BMC, Indio, CA - 92203 8 010 s Aug 11 2017 MiTek Industries, Inc Fri Jun 15 11:54:12 2018 Page 1 I D:IpyoC9luQel2xDaKr29CxFyN BzF-W Ff2jpfmVetOn 1 KgsSzl7ghrFAN65_mFMRtOdUz62H9 .0.0 6 S 8 11.2-12 16.0.0 20.3-4 25-6.6 _ _ 32.0.0 - 34=60 4.9-4 5-S•6 2a 7 Scale = 1:57.9 2.00 12 3x4 4x6 5 3x4 zZ 012 = J^� - 14 13 12 11 10 4x12 = 2x4 II 3x6 = 700 = 3x6 = 2x4 :-^F.E + — LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0,85 Vert(LL) 0.58 12-13 >655 360 TCDL 15.0 Lumber DOL 1.25 BC 0,85 Vert(CT) -1.27 12 >300 240 BCLL 0.0 Rep Stress Incr NO WB 0.46 Horz(CT) 0.15 8 n/a n/a BCDL 10.0 Code IBC2015ITP12014 Matrix-R PLATES GRIP MT20 220/195 Weight: 151 lb FT = 20 % LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No,18Btr TOP CHORD Structural wood sheathing directly applied or 1-10-2 oc puriins. BOT CHORD 2x6 DF SS BOT CHORD Rigid ceiling directly applied or 6-7-8 oc bracing. WEBS 2x4 DF 180OF 1.6E or 2x4 DF No,1 &Btr REACTIONS. (Iblsize) 8=1579/0-3-8, 2=1579/0-3-8 Max Horz 2=-51(LC 9) Max Uplift 8=-325(LC 9), 2=-325(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=6494/1681, 3A=-5722/1504, 4-5=A40111179, 5-6=- 40111179, 6-7=-5722/1504, 7-8=-649411681 BOT CHORD 2-14=-1597/6372, 13-14=-1597/6372, 12-13=137815619, 11-12=-138915619, 10-11 =-1 608/6372. B-1 0=-1 60816372 `-9S 5-12=-21111091,6-12=-1415/3B7, 6-11=-25/405,7-11=-B431225,4-12=-14151387, 4-13=-25/405, 3-13=-843/225 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=110mph (3-second gust) Vasd=87mph: TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; partially; MWFRS (envelope) automatic zone and C-C Exterior(2) zone; Cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.25 plate grip DOL=125 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 4) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-" tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=325,2=325. 9F�pFESSI t�E[�RIQ o S 6332to t XR.V0/2020 June 15,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED Ii REFERENCE PAGE MII-7473 rtw 1010320f5 BEFORE USE Design valid for use only with MTex01 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M I7��4' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the A fabrication, storage, delivery, erection and bracing of busses and truss systems, see ANS11TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Insthule. 218 N. Lee Street. Suib! 312, Alexandria, VA 22314. Suite 109 crt",. rs c ssln Cop D- Cl) r U)m czn m r ov_ r + �, D D m D �,� Z n x m� -m3 y °C) I I O m N o a cow X IIIa0 ''= D 0 JmQa-6o D 'aO � 0=o'r'nM, r n W ' O U) Qi?DL7n�� 0 � m m c o Z 3 o f o w °p m -I m -n a, m D_p0 (� Z pop O ID N ° 3 0 0° n� m O ° y �T c N � v=i' m °' - a-0 3 N 5 D 0 3 a0 _ ^ x d r �_ d m m A m m 0° �0 °7 Qr� Fq,0 0 m w 0 a p N 3 T au y o a� ° ox y m C' om om.o a��� D m67n �c oao c r� 0 m O N ("n, W a j N 0 o Q d v p C CD (D N n 7' y ID N O Q O m ID m 0 _.Q0 o v 3 O °� aCL y o u o a m n m rpom n, �. 0mS• 0 -g.v z 00 3 m 6 .v 0. z o�.CL F Q0D �m5 3 oD' 603ID 0. -I N 7 ° fQ N 7 fD N cn cn N N m CD W _ S Vl C �_ Q O O- c O ai < O 7 n° O ai O S N to N dCD X ° (D y N O 7 3 ran (7 - N CD O' m O°� O CD x' (D z m 7 w J C ° N 5 (D O rD rn a� cy oQ v'H� o m x r o co o' N J CD (n y m N m c c mm n zn cx ia� x�0 93 U 0 Cr � 0 6� o, n p m 30 mz Moz rc-4 y D N c cD 0 0 p r,, 4 cn 0 C m 0 ern m Z fA -n0a s 0 mm InID ya -'z U y. cn (D ( m O 0 m a m G) � s(0 m< 0 0- N y �,n W Z77 � O to 1 g -4m C M 0 S <D N � N n m n X W fn y y a (D ^ C N N N -0 1 N cn m� CCD d M 171 > m r �z 0 m wo zr outs , O o ,c o T. � f � CD CO CO D z z3 0 m N co Z) N 2 co r to -n a m CO) c0i o cn m m CD a Q co m � ® N M r- D 0 0 n co z -I �m C (D 0 -Zi M �_ CDC- mm cy S �_ (D N z .o o x < Z fl1 (D x O ITIO m cc T o CD m (Aa �m N N � �a O (O m V Q) N A W O YD vi d:0 a (DC dD 0o f0 cn � V m CO) O O 0 0 J O �' O nZ lb d- N O o-� Q �m cif OJO m<n �3 ('oo gym �.� Zym a a"D mm a o� o �a (gyp 0 W- o �y p C (D.y.. p 7 y n O D) N O a nd 3 O a y a y C 3 J Q? m _O a J y J y Ol C y y IV (D o f N y ^ p^ J Q m^ m J m y J D_ ^ D D) J__ O O. J m mumi ? �'-' o `° S �m m v 3(� mO w^' ii J C O p�� n y 2 y y C J cL N O (1 N m a j = O N S O O 3 w gw'O"' N Ol N C y y y m O = QC P)c Ma mm3 �_ lm m mm m� �- - CDa (D G m � 0- m 3 fD O (D y J M O y (D(O y N ((DD d p D a m N y J O C O �a a @ m 00 (O o 2-00 N(JO J ^1 d" -0 y O wy N n C J D� 3 O Ny ym O �_ _� ... y J C CDy J JJ ° N N 3 ryry J n D) S S 2 CD CD d 7o c 0 5. CL spa m y ci y 3 O O CDC -O (A S J O. D) Q (JD 2L J cb, (D y N 5D O (p 0= y f c CD o 3 m o rn cn TOP CHORD cis Z 4 ~ O C6 Cr (D W2-7 O N "i � a m M o\if p J r^ Z� m iw Vj rn y y O ':E O U) 7 o �f W 115 W y2 J m y X N ID N TOP CHORD (D m J 0) p A W N 0 -n C C y C sD o`o_" Z V3 m -0 �' 2) (Jn a m 3 m m m x y c d m m CD CD �v x� _Oy dr°m Jm� - g oa� °y O OmQmm�Xg Y ( a T Ja) aN o.Smo NJ(DJa3C= QN oQn. _m oo(°°(D O � OJ 02m.DyC� O- JOo C OH N- pZ m o. m D-my My O (D n n( QJ D C _p d N < m y J C) N S C O_ f `G O (D y y y m d y N (O CD 3 f_ ymo - o and Mq 0 0 W W -. z N ._ N - a r1 3 > 0) d O C S WD CO D 2 n L H CD CL d m 7, D d y w f0 10 < y a y Nj rJO �C' -,o N N J D) a m E L y C• ♦� y O Q �O m N 3 m O cl 6j C'� n: (D O O .J.. �� a ? f N ^ y OJ pi cn 40) F, o p O O J, N 7 y0 3 CD /� Ex J' C CD CD15� \ V N Q d O.O N-n 0 O N 3� 3 ml Z cr O T N Building Materials and Constructian Services 45-491 GOLF CENTER PARKWAY, INDIO, CA. 92203 0.760-347-3332 F.760-347-0202 CONTENTS .........................PAGE TIMBER PRODRCTS INSPECTION (LETTER)_ ..................................I TPI GT STAMP — SEE PAGE 1 ..................................2 EXPLANATION OF ENCINEENED DRAWING ..................................3 DETAIL FOR COMMON AND END ACES — 20 PSF ..................................4 SUPPORT OF B.C. (PRESSURE BLOCK) STANDARD OPEN END JACK..................................5 BEARING BLOCK DETAIL 3 V BEARING ..................................6 BEARING BLOCK DETAIL 5 V BEARING ..................................7 UPLIFT TOE -NAIL DETAIL ..................................8 LATERAL TOE -NAM DETAIL .9 WEB BRACING RECOMMENDATIONS .................................10 T-BRACE AND I-BRACE .................................11 VALLEY TRUSS DETAIL — VTT TRUSS TIE .................................12 VALLEY TRUSS DETAIL .13 PURLIN GABLE DETAIL .................................14 PURLIN CABLE DETAIL (CONT'D.) .................................15 PURLIN GABLE DETAIL -- MULTIPLE PC's .................................16 STANDARD GABLE END DETAIL .................................17 STANDARD CABLE END DETAIL (CONT'D.) .................................18 STANDARD REPAIR DETAIL - 25% .....................................19 SCAB APPLIED OVERHANCS .................................20 PLEASE CONTRCT BMC FOR MORE INFORMATION OR QUESTIONS REGARDING THESE SHEETS PACE: 0 OF 20 septe tniber -11, -2012 To Whom It May Concern: This is to verify that BMC of Indio, CA is a Subscriber in fhe.Timber Products Inspection (TP) astd Gerd=fal l`estirlg aTid inspection pTi) Truss Oualify-Audifing Program. ThaTP and OTI Truss Quality Audii:ing l rograms- are recognized by the Interr ational Accreditation Service (iAS) with the assigned number 6f AA-664- TP arid the GTI qualify assu nce rriarks haue beeo r�cogni ed in the- West by the truss industry and code jurisdictions since 1969- TP currently audits truss manufacturing facilities nationwide- TP is cohdur-UN unahnou6ced, third parley audits at SMC of. Indio, CA- This facility is currently in ggod standing in theTP Truss 6uality Auditing Program. 0MG's personnel are authorized to apply the GTf quality mark to trusses that ate manufactured in accordance vvith the latest revision of the ANS1rfP1 Standards. All stariiping.takes place at the truss manufacturing facility, under supervision of c{ualified plant personnel - if you have questions regarding the status- of any plant in the TPIGTI Program, please conta-ct me on my cell 21)8.818.7869. Sirjc�iely, TIM13ER PRODUCTS INSPEC t1 N r Brtan _Hensley Truss Manager —Western Division rf Xc: File 105 SE 124th Avenue P.O. Box 9i9 i641 Siigman Road Vancouver. Washington 98684 Conyers, Georgia30012 77D/922-GOOD - FAX: 3Ci0l44s-3840 FAX: 366/449-3953 k^y 770/522-125D 2 '-- - _ � - VR E i c E = E 3 m o E 10 cl m o a c c ° gmg om ° m m am L E 3 3 m u A c 3 cw`m a� m A G n C d m U S W C t m 4 C O m N G° D G W L m o' y m O N 9 S m m .O. C C y L � m 3pp w O N y^ m m t o m L G LL ML ° O L m m L W t yy° C mC QGQ m m w -S� U u a c V L L C 0 m Oj j Lo c m o w '� vi o s o o c W W oLm w m �aE o m o o e p o m o o u E a m o m 0 2 c W � c o w er 2 E y E i L m m— g E °m'o m4 0= a i 4 ao = m �.am y� o U s s o m w o m a w m m 9 x m E w u m m W C m E a o a W ° w a m n a c a. o 3 2 �' 1 a ° ^a i E Zm `o c. — °' E m� w i a Pm m`t mt a0 £c ob v nt 'm , ou n° N E m a i `osa.onw��OvcCO°won m� ��nmvcp� EcWGo 0 Rm C m 0 L m v t_ W a m 0°C m o o° O c m O m .. s s ml t c� a s w I m G' a O$ Ia a G E 0% m m Oc m L ct o a E~ m L m m O G m 0 1 LL 1 m E E m e A e o m w o ze�n.t. I m mo a s ms� c= a=� �� a y m m Ec c a c o c o m� p� o m° e y m� s a` c m m `m X m o to '�m3aEtm��Omlmm—° Ivv��9a"`o Ac��Eo 0 '� — a n m 9 c m w E t m o` m o` w y a c m c s c v E m m ° s n 0 E m a a w p> m= m a 9 d m N o E a u 1 2 c m `� o°° °u c m o 9 9 0: c E E E R wA�c mmctLsmoeEtWEc�a`omc`o�c�cmE�$«Y0��EEEo2 m n m n O y >> 10, a W y W O o>> w 0 m m m O m 7 t m m 44 m m 6 m 7 fp m 4 6~ m m m m m 0 -, F f f ZN U? 0.t C F F F E d U SS ID m S U u LL$ O-t. O y G U GN {e �m m ccco Y M �f 03 X R� C J� �Jd E� E: s HIM s ` �E j! 4A J1 :or acrra� 4 a9 1q V ri r M LL F Building Materials and Construction Services 12-29-2015 To Whom It May Concern: It is our standard policy to manufacture all of our trusses with a minimum camber of 1/8" I per ten lineal foot of span or dead load deflection, whichever is greater. Mike Goodman Design manager BMC 45-491 Golf Center Parkway Indio, CA. 92201 t: 760.347.3332 f: 760.347.0202 DETAIL FOR COMMON AND END JACKS MAX LOADING (psf) SPACING 2-0-0 TCLI 20.0 Plates Irraease 1.15 TCDL 16.0 LamRe 15 Stress Incr YES BCLL 0.0 P MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 HF, DF-L No.1 BOT CHORD 2 X 4 SPF, HF, DF-L No.2 MIUSAC - 8 -20PSF 8/31/2005 PAGE 1 BRACING MiTek Industries, Inc. TOP CHORD Sheathed. Western Division BOT CHORD Rigid ceiling directly applied. LENGTH OF EXTENSION AS DESIGN REQ'D 20'-0" MAX SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 27LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE W/ (.131"X3.0" MIN) NAILS ;!� 3" O.C. 2 ROWS -2-0-0 �11 NOTE: TOP CHORD PITCH: 3/12-8/12 BOTTOM CHORD PITCH: 0/12-4/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE 2 MIN. SPACING= 24" O.C. SUPPORT AND CONNECT ON BY OTHERS OR 2-16d COMMON WIRE (0.162"DIA. X 3.5') LGT TOE NAILS SUPPORTS SHALL BE PROVIDED 4'-0" O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. W/3 16d COMMON WIRE (0.162"DIA. X 3.5" LGT) TOE NAILS 3X4 CONN. W/216d COMMON WIRE { 1 SrDik X 3.5" LGT) TOE NAILS B-0-0 B-0-0 rra-o I ..___._.�. EXT. z-0-0 a-o-o � 2 QO EXT. Nk ©rr. zoo EXT. 2-0-0 j1 CONN. W/3 16d COMMON WIRE (0.164"DLk X 3 S" LGT) TOE NAILS BOTTOM CHORD LENGTH MAY BE 2'-0" 3X4 - OR A BEARING BLOCK, CONN. W/216d COMMON WIRE(D.167-DIA. X 35) LGT TOE NAILS OR SEE DETAIL MIUSAC-7 FOR 2-0-0 PRESSURE BLOCKING INFO. NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. �4� a ilrOp0�<ti�` 'ALP Uj c E P. 3/3 4 20 �'S'l�*�i MAR 2 3 1018 V IV.9RN]'VC' - Ne: ifil deign P.—er— rand READ NOTES ON THIS AND INCLUDED .Y,ITLK REFERENCE PAGE W1 7473 BEFORE USE �• Design volid for me only wflh Wok Connectors. This design is based only upon parameters shown. and Is for on MdMduoi bulkfing component. Appfc.oMty of design paromentets and proper lncorporotlan of component Is respvrulbillty of building designer - riot truss de�gner, kucing shown M i Te k' B for lateral support of indhdduol web members only- Addfllonal temporary baking to his stabAty during consh clion is the responsb" of the erectorAddiffanal permanent brocing of the orerod structure is the responsfUtty of the budding designer. Fv general puidonce regcxdng newce ry vice:oww: fabrIcailon, quallty control. storage. deRvary, erection and Lwadr>g, coruuli ANSVIFII Quality Criteria, DSS-84 end 0=1 Bullding Carnponan! 7T77 Greenback Ln. SuBe# 109 Safety Infarmallon omlloble fmm Truss Plate Irnilhrte. 5113 OLOnoirio OWe. Madison, Wi S3719. CHrus Heights, Co. 9W10 AUGUST 1; 2016 DEED or< -a a MTek USA, Inc. 11 A 4RF& Afflltpla CA sl GIF CAL GIRT SUPPORT OF B.C. OF STANDARD OPEN END MII-OPEN JACK -BLOCKS' JACK USING PRESSURE BLOCKS MTek USA, Inc, Page 1 of 1 Loading (PSF): BCDL 10.0 PSF MAX 2x4 bot. chord IF ofjack e 2- 0A31" X 3" MIN. LS (typ) 2x4 block jack between jacks, truss nailed to carrier be (typ) w/6 (0.131" X 3" MIN.) nails spaced al 3" o.c. 11" PARTIAL FRAMING PLAN OF CALIFORNIA HIP SET WITH SUB GIRDER BC of carrier truss 2-(0.131" X 3" MIN.) NAILS (typ)(7 BOTTOM CHORD OF OPEN END JACK 2x4 block between jacks, nailed to carrier BC w/ 6-(0.131" X 3" MIN.) NAILS @ 3" o.c. -Aqz/ tti.Q �EODO `� i i NO. C75435 ` EXP.3/31/20 �r, r -Civil �1 .F0F CAt',FO._� MAR 2 2 2018 471 !'.r. r;nEf,'IF:I E rF.n FY\U P,SLL FrR 'f: •11CftrNL r.'Ff, Des%M void for use only with Wrok connectors. This design is based any upon poromeiers shown, and b for on kru h wi buBding component, AppkabBlty of design pcsan enters and proper 1ncorp=tign at cckmpononl is responslbAHy of building deshgrm - not hues desoner. Bracing shown M i Te k, Is for ioierd support of lndMdudit ol web members only. Adonol temporary brocing to Ensure sk bft dLAng consiructlon Is the responrdb W of the ereclw. Add %and purrmnenl brocing of the averal] shuchm is the respondbft of the bL&far p desl9nar. Far penerol guldonce regord Ing swwewm PmarowN: fobricaBon, Gualdy control, starope, deNvefy, erecilon and bragnnpg conwll ANSIM11 4uall y Crilerta, DS"9 and BCSn BuOdhV Component TM Greenback Ln. Suite# 109 Safety hiloin often avoBoble from Tnm Plole InsYrfule, Sf13 D'Dnotdo Drive, m dson. Wl $3714. cling Helghds, Ca, 95810 AUGUST 1, 2016 BEARING BLOCK DETAIL REFER TO INDIVIDUAL TRUSS DESIGN u FOR PLATE SIZES AND LUMBER GRADES o0 © oo Dvk IMPORTANT This detail to be used only with one ply trusses u with a D.O.L. lumber increase of 1.15 or higher. MiTek USA, Inc. Trusses not fitting these criteria should be examined individually. ylm�N A WYEk ALlrbl" MII-BLCK1 Mrrek USA, Inc. Page 1 of 1 0-3-8 ACTUAL BEARING SIZE—1 ALLOWABLE BEARING BLOCK BEARING BLOCK & WOOD BEARING ALLOWABLE LOADS REACTION ALLOWABLE LOADS (Ib) * ALLOWABLE LOAD (Ib) TOTAL EQUIVALENT BEARING LENGTH BOTTOM CHORD SIZE AND NAILING PATTERN LUMBER GRADE SP 2966 975 3941 0-4-10 2x4 BOTTOM CHORD 2 ROWS @ 3" O.C. DF 3281 892 4173 0-4-7 (8 TOTAL NAILS) HF 2126 772 2898 0-4-12 SPF 2231 754 2985 0-4-11 Sp 2966 1462 4428 0-5-3 2x6 BOTTOM CHORD DF 3281 1338 4619 0-4-14 3 ROWS @ 3" O.C. HF 2126 1159 3285 0-5-6 (12 TOTAL NAILS) SPF 2231 1131 3362 0-5-4 SP 2966 1950 4916 0-5-12 2x8 BOTTOM CHORD DF 3281 1784 5065 0-5-6 4 ROWS 3^ O.C. (16 TOTALL NAILS) HF 2126 1545 3671 0-6-0 SPF 2231 1508 3739 0-5-13 4" MINIMUM T HEEL HEIGHT 1 ■I )CK TO BE SAME ADE, & SPECIES ING BOTTOM CHORD. O ONE FACE OF TRUSS. 12" BLOCK t NOTES: 1. USE LOWER OF TOP PLATE OR TRUSS WOOD SPECIES. 27HE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. NAILS DESIGNATED ARE 10d (0.131" X 3") FOR BEARINGS NOT NEARER THAN 3" TO THE END OF A MEMBER (CASE 2), THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.10 LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: SP = 565 psi DF = 625 psi HF = 405 psi SPF = 425 psi NOTE: VALUES DO NOT INCLUDE MSR LUMBER WITH "E" VALUES GREATER THAN 1,900,000 PSI OR NON -DENSE GRADE LUMBER. L C) , G �I NO. C75435 1' EXP. 3/31 /20 l CIVIL ti4 OF CALIFf MAR 2 2 2018 N'AH+7 V'e.n/.y Jr.-iCn Parr �. r'dc-. u•:' P.Vii) V')%:. i.: 'i91r: rSll;';C:' f,g6r: '.17::f" 9LJ'Cb;r:v[F )'Ail/. WO T.-; ta:J0F.r Usk Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an Individual buBding component. Iff AtSp5caWltty of design paramenters and proper incorporation of oomponeni Is Tespora blity of building designer- not tnrss designer. Bracing shown MiTek' k far tosetal support of indivdual web members only. Additional lemporary bracing to insure slobiBty during corukud:on Is the respora bBBty of the ereClor. Adds fanol pennvnenf bracing of the ovemll 5trucium is the respe of the building designer. For general guidance regarding Powcw ru PCeiOFIM: fobricailan. quality C�11ra1. storage, delivery, ereCtipn vnd hraaing, cm'dult A IITPn S7ua)fly Crlterfa, DSB-B9 and BCSI1 Building Component TM /7 Greenback Ln. 3ulte# 109 solely InfomraBon avpiabl0 from Truss ptote lnstltute. SB3 D'Gnafrlo Drive, Madison, wl 53710. Ckrus Heiphm, Ca. 95610 AUGUST 1, 2016 =70­1F­1 two Qo a MTek USA, Inc. wbm�m 5MCk AafB.i" BEARING BLOCK DETAIL REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES IMPORTANT This detail to be used only with one ply trusses with a D.O.L. lumber increase of 1.15 or higher. Trusses not fitting these criteria should be examined individually. MI I-BLCK2 Mrrek USA, Inc. Page 1 of 1 0-5-8 ACTUAL BEARING SIZE BOTTOM CHORD SIZE AND NAILING PATTERN LUMBER GRADE ALLOWABLE REACTION (1b) * BEARING BLOCK ALLOWABLE LOADS BEARING BLOCK & WOOD BEARING ALLOWABLE LOADS ALLOWABLE LOAD (1b) TOTAL EQUIVALENT BEARING LENGTH SP 4661 975 5636 0-6-10 2x4 BOTTOM CHORD 2 ROWS @ 3- O.C. DF 5156 892 6048 0-6-7 (8 TOTAL NAILS) HF 3341 772 4113 0-6-12 SPF 3506 754 4260 0-6-11 f SP 4661 1462 6123 0-7-3 2x6 BOTTOM CHORD DF 5156 1338 6494 0-6-15 3 ROWS @ 3" O.C. HF 3341 1159 4500 0-7-6 (12 TOTAL NAILS) SPF 3506 1131 4637 0-7-4 SP 4661 1950 6611 0-7-12 2x8 BOTTOM CHORD DF 5156 1784 6940 D-7-6 4 ROWS @ 3" O.C. (16 TOTAL NAILS) HF 3341 1545 4886 I 0-B-0 SPF 3506 1508 5014 0-7-14 4" MINIMUM T HEEL HEIGHT 1 )CK TO BE SAME ADE, & SPECIES ZING BOTTOM CHORD. _. . 0 ONE FACE OF TRUSS. NOTES: 1. USE LOWER OF TOP PLATE OR TRUSS WOOD SPECIES. 2.THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. NAILS DESIGNATED ARE 10d (0.131" X31 FOR BEARINGS NOT NEARER THAN 3" TO THE END OF A MEMBER (CASE 2), THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.03 LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: SP = 565 psi DF = 625 psi HF = 405 psi SPF = 425 psi NOTE: VALUES DO NOT INCLUDE MSR LUMBER WITH "E" VALUES GREATER THAN 1,900,000 PSI OR NON -DENSE GRADE LUMBER. 12" BLOCK (LL, fi;`10mac Q G NO. C75435 EXP.3/31/20 civil- =FCAL.l o LIAR 2 2 2018 A;k 1: F.K PK! r k L tiL 1: 1" xc %I' Design voBd for Lw only vrith Mifek connectors. This design h based onyx upon paramelers shwrn, and Is for an Individual bultding companenl. AppHcobBlty at design par=erl*3 and proper ,o.rporoxon of component is responsEW of baud designer - nol truss designer. Bracing shown p jj F T'� `� a }or lolerol svppod o! IndMdual web mamY s Dray. Additional lemporory bracing to truu a stoat9ty during construction a the respanrbnllty Of the l! �,�1 � I ` r erector. Addldonol permanent bracing of the overolb *ucnxe is the responsibility of the buBding designer. For general guldonce rewording ""are ra r-. fabdcotion, qucilty Control, slWogE, delivery. ereetlan and bn]rarlp. CPnwtt ANSIi'fPl1 Quality Crtlmlo, DW511 and I =Ii Building Component 71 Greenback Ln. SYlica 409 Safely InfnrmotfOn ovaBo6le brim Tans Plole Instihrte.5B3 D'Ono1nO Ddvo. Mod"4on; K 33719. Citrus Heights, Ca. 95910 LAUGUST 1, 2016 �J L.JLJ a MiTek USA, Inc. o A fAfrok AtfMte SIDE VIEW TrAk y-9137-51 FAR SIDE UPLIFT TOE -NAIL DETAIL THIS DETAIL SHALL BE USED FOR A CONNECTION RESISTING UPLIFT FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. TOP PLATE OF WALL NEAR SIDE VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY TOE -NAIL WITHDRAWAL VALUES PER NDS 2005 (lb/nail) DIAM. SP DF HF I SPF SPF-S 0 .131 59 46 32 30 20 O .135 60 48 33 30 20 J ;r, 162 72 1 58 39 37 25 J m Z .128 54 42 1 28 27 19 W .131 55 43 29 28 19 J N .148 62 48 34 31 21 z" CD .120 51 39 27 26 17 Z O .128 49 38 26 25 17 c .131 51 39 27 26 17 m .148 57 44 31 28 20 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. Mil -TOENAIL -UPLIFT MITek USA, Inc. —� Page 1 of 1 END VIEW 1" FOR 3" NAIL 1-1/16" FOR 3.25" NAIL 1-3/16" FOR 3.5" NAIL NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL -FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. EXAMPLE: (3) - 16d (0.162- X 3.5") NAILS WITH SPF SPECIES TOP PLATE For Wind DOL of 1.33: 3 (nails) X 37 (Ibinatl} X 1.33 (DOL for wind) =148 lb Maximum Allowable Uplift Reaction Due To Wind For Wind DOL of 1. SO: 3 (nails) X 37 (lb/nail) X 1.60 (DOL for wind) =177 lb Maximum Allowable Uplift Reaction Due To Wind If the uplift reaction specified on the Truss Design Drawing exceeds 147 Ibs (177 lbs) Building Designer is responsible to specifly a different connection. USE (3) TOE -NAILS ON 2x4 BEARING WALL USE (4) TOE -NAILS ON 2x6 BEARING WALL 1 ac W NO. C75435 EXP. 3/3-1/20 i /1 �Z �F C~ L _ MAR 2 2 2018 AA6 IDesign vo9d for use only with Wok connectors. This design is based ordy Loan parametars shown, and is for an Ind7riduoi bLdldrp component. Appllodkx'Gfy ❑f design Parom�ntva and prap�r Trx"PO[Clion of (p*mporent Is respomt4ty of building design®r- nel inks desfoner. &mcing Shown M i Te k' is for aterd support of rndivlducd web mem6erc ony. Addifiono7 tenporory bracsg to Insure stobffty during coratruction is the responslMlity of the. erector. Addltlonol pemmnent bracing of the overall siructtxe is the respontldlay of the buitdng designer. For general gufdonce fcgwdng I PCWCq •e /6RFaNM: 1 fabdooSon, quality conhol, storpga, denvery, erecfl n end brx7ng, cprrwIt AN511rP11 Ruollly Ct*efto, D56-69 and SM11 SMIng Component 7r77 GreenNadc Ir. Sultslk 109 Safety InfarmoHan ovalloble irem Truss Plole lwtttule. 563 O'Onohio Drive Modbon, WI 53719. ly7 C"m H90w, Ca. 95610 AUGUST 1, 2016 LATERAL TOE -NAIL DETAIL MII-TOENAIL =LID 0 00 O Oo EUMD MTek USA, Inc. YMME A NRtl[ Alltllele MTek USA, Inc. Page 1 of 1 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3- ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES FOR MEMBERS OF DIFFERENT SPECIES. - SQUARE CUT SIDE VIEW SIDE VIEW (2x4) 2N 3 NAILS 2 NAILS TOE -NAIL SINGLE SHEAR VALUES PER NDS 2005 (lb/nail) DIAM. SP DF HF SPF SPF-S 0 .131 68.1 80.6 69.9 68.4 59.7 p 135 93.5 85.6 74.2 72.6 63.4 J 162 118.3 108.3 93.9 91.9 80.2 C6 0 z .128 84.1 76.9 66.7 65.3 5TD OJ '131 88.1 80.6 69.9 68.4 59.7 N .148 106.6 97.6 84.7 82.8 72.3 07 1:4 120 73.9 67.6 5B.7 57.4 50.1 O128 84.1 76.9 66.7 65.3 57.0 c .131 88.1 80.6 69.9 68.4 59.7 M 148 106.6 97.6 84.7 82.8 72.3 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d (0.162" X 3.5") NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (lb/nail) X 1.15 (DOL) = 317.0 lb Maximum Capacity NEAR SIDE NEAR SIDE a FAR SIDE NEAR SIDE - + FAR SIDE 45 DEGREE ANGLE BEVEL CUT SIDE VIEW 2 NA)ILS NEAR SIDE NEAR SIDE SIDE VIEW (2x4) 3 NAILS PE�NEAR SIDE NEAR SIDE NEAR SIDE SIDE VIEW (24) 4 NAILS NEAR SIDE - ; FAR SIDE NEAR SIDE - FAR SIDE / I U3 NO. C7543 E P. 3/3120 civil SIDE VIEW F C 11Y (2A-) 4 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE MAR 2 2 2018 1/'.4hh%.'.� r-i ll,: Lr:•;• ;•Ir�m<�e::,:i,ll'1'.i'W7ifh 01,';11r- Il(14:I.r;_,PKPi11:PrM;I, P1.61. M/f 17eslgtt voHa la use only YAM M7ek connectors. This design Is boserx only upon parameters shown, and 4 for on Indhliduot buildng component. Applicability of design porarnenlen and proper Vcorp=flon of component Is responsilKBty of budding designer- not tnlss.dedgner, 9rac V stmvm M i Te k. Is for lolerol support of indMdval web members only. Addi tond temporary bracing to Insure stobiltry dWng conshrlon ucIs the reiponsfbt%tty of the erector. Addtt rK l permanent bracing of the overall structure 1S the lesporrt9Jiryty of the building designer. For general guidance regarding Pnwrn m P6ir/'C1rM: fabdcatlon, Quwtty conlroL storoge, delivery, erection and brfldnp. cansult AMI/TPII Qualify Crflerla, PSE-69 and 8CSI1 9uifding Component 7777 Greenback Ln. Suite# 109 Safety Information avolloble from Truss Flare InstihAa. 583 D'Dnofda Drive. Madison. WI 53719. chrue Hfthis, ca. 95610 AUGUST 1, 2016 WEB BRACING RECOMMENDATIONS I MIA-WEBBRACE �aa O 00 0 00 Lx=F]i MiTek USA, Inc. ° YMa A MITok ARMaio Mrrek USA, Inc. Page 1 of 1 MAXIMUM TRUSS WEB FORCE (Ibs.)(See note 7) BRACE BAY C E 24"O.C. 48"O.C. 72" O.C. BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE A B C D A B C D C D 10'-0" 1610 1886 1886 2629 : _?,-__ :.�::::_ `•'--..':.,,� :-:�' _z �ti:�=��;�.�!-:x%:,r:e�Yu :�nL•.N:':-���•=��r 'h rt�'•` �^, t:�,: . .:'C•��-���i-�"�j�.�'-s�`•��+•`=w�l�', 12-0" 1342 1572 1572 2358 Fx 3 3143 3143 4715 4715 7074 14'-0" 1150 1347 1347 2021 F?'yi�,-.•'' 'J,e�~.•,':iLi�y'=:c�r',^�fgf; I;r�.-:{rs°9'- '"•k �k P N,4,—X;,r,,.L}Y ��r;r::-. ti:•�s.i �rti, ;.R: y.- �,4::-.r��..,� • Y',� 16'-0" 1006 1179 1179 1768 }u In' :,�'= 2358 2358 3536 ��a,�sr=;tip-.• r.^:.,-•;-��r -•�.r,. rh;:+?� `'_:!� "%- ,' ''% :^; 3143 4715 18'-0" 894 1048 1048 1572 1666 1886 2829 805 943 943 141 �'� li; t=?•t--�� ,� rk•"q. i Bay size shall be measured in between the centers of pairs of diagonals. TYPE BRACING MATERIALS GENERAL NOTES 1. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AN IMOR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL. 1 X 41ND. 45 SP 2 THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2%OFTHE WEB FORCE A OR a DIAGONAL MATERIAL MUST BE SAME SIZE AND E OR BETTER, AS E LATERAL BRACE SHALL MATERIAL, AND BE WALLED IN SUCH A MANNER TNG HAT WTEASECTS WEB MEMBERS 1 X 4 #2 SRB (DF, HF, SPF) AT APPROX 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-8d (0-131-)2.5y FOR 1x4 BRACES, 2-10d (1X131'x 31 FOR 291 and 294 BRACES, AND 3.10d 10.131-M FOR 2S BRACES, 4. CONNECT LATE P.AL BRACE TO EACH 7RUSs WITH 21ad 10.131'%L57 NAILS POP I LATERAL BRACES, 2-1Od I0A 31 Y.Iy NAILS FOR 2X3 and 2a4 LATERAL BRACES, AND &10d i0.i 31-4') FOR 256 LATERAL BRACES. B 2 X 3 p3, STD, CONST (SPF, DF, HF, OR SP) S. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. S. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING CONSULT C 2 X 4 43, STD, CONST (SPF, DF, HF, OR SP) DSB-89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND SCSI 1 GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING a BRACING OF METAL PLATE CONNECTED WOOD TRUSSES. JOLNTLY PRODUCED- BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE w"w,"yc3ndugry.axn and wnw. naLmp D 2 X 6 03 OR BETTER (SPF, DF, HF, OR SP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB M BABER FORCE. g TABULATED VALUES ARE BASED ON A DOL =1.15 FOR STABILIZERS: FOR A SPACING OF 24' O.C. ONLY, WTEK"STA60.IMW TRUSS BRAgNG SYSTEMP5 CAN BE SUBSTmR•IED FOR TYPE AL, B, C AND D BRACING MATERIAL D1AW NAL BRACING FOR STABILIZERS ARE TO BE PROVIM AT BAY SIZE INDICATED ABOVE. WHERE 1JLWHAAGM BRACING IS REQUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BI O=W- SEE ^STABII [WR' TRU44 BRACING IN_4TAi I ATIr1N AS nr.1 ANTI PA N x:T RGFi'-[FV:aT m TRUSS WEB MEMBERS This Information is provided as a recommendation to assist in the requirement for permanent bracing of the Individual Sloss web members. Addillonai bracing may all be required far the slabNly of the overall roof system. The method shown here is just one method that can be used to provide slab€Iffy erg rnsl web bucklfng. CONTINUOUS LATERAL RESTRAINT 2-1 Dd NAILS (SEE NOTE 4) p Ian Q G, Il* NO. C75435 EXP. 3/31/20 ``Slgl� CIVI - � CA0I') MAR 2 2 20 t7eslgn vaka for use only with A43Tek connectors. This design is booed only upon porometers sllpvan, and Is for on Individual btlku9ng co. ponenf. AppkcabM]y of design p=rnenfers and proper irrawporatlon oI component is respor0tA {ty al buildng designer- no; miss designer. Bracing shown J� h `'7'r+ Is for lateral support of IndWoduol web members bray. Additionai temporary bracing to Insure slabksln, ly du*G conction Is the retponslhllkfy of the J 1j 1 F j ai erector. AddlSonal permanent brocing of the overall Ftucture 4 the resporemlRy of the building designer, For gunwal guldonce regardfng fabrication, quaky conua storage, deal T creation pnd brocirlg. CanFA ANSMIT 4uaAry CdWn, OSS-89 and SCMI Building Component 1717 Greenback Ln. SUIte1P 109 Safety fnlorrincrilon ova3fohle [rem Truss Ptale Ins33hite. 583 D'Ondfrl0 Drive, Madison, WI S3719. dilm Hfthls. Ca. 95610 AUGUST 1, 2016 T-BRACE / I -BRACE DETAIL ©lam L_JLILJ Note: T-Bracing / I -Bracing to be used when continuous lateral bracing oo is impractical. T-Brace / I -Brace must cover 90% of web length. u Note: This detail NOT to be used to convert T-Brace / I -Brace MTek USA, Inc. yp7wa, webs to continuous lateral braced webs. Nailing Pattern T-Brace size Nail Size Nail Spacing 1x4 or ix6 10d (0.131" X Y) 8" o.c. 2x4 or 2x6 or 2x8 16d (0.131" X 3.5") 8" o.c. Note: Nail along entire length of T-Brace / I -Brace (On Two-Plys Nail to Both Plies) WE Nails YYOU Nails MII - T-BRACE I Mirek USA, Inc. Page 1 of 1 Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1 x4 (*) T-Brace i x4 (*) I -Brace 2x6 1 x6 (*) T-Brace 2x6 I -Brace 2x8 2x8 T-Brace 2x81-Brace Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I -Brace 2x6 2x6 T-Brace 2x6 l-Brace 2x8 2x8 T-Brace 2x8 I -Brace � c1� Uj ac G rn N0. C75435 ,* EXP.3/31/20 lTq civil 'tOF CA0 04' •• MAR 2 2 2018 Nails T-Brace / I -Brace must be same species and grade (or better) as web member. (*) NOTE: If SP webs are used in the truss, 1 x4 or 1x6 SP braces must be stress Web I -Brace rated boards with design values that are equal to (or better) the truss web design values. For SP truss lumber grades up to #2 with 1 X_ bracing material, use IND 45 for T-Brace/1-Brace Nails For SP truss lumber grades up to #1 with 1 X bracing material, use IND 55 for T-Brace/I Brace ., ,Q. L - . i' v 1,- • .. ,.::; 'i.• o: ," ( ,t 72 M;7 :( r r(N1,W.( ­ ; oedgn valid for usacruy wMh MTek connectors. This design Is based only upon parameters shown, and Is for on Individual bW c%V con4=enl. !I APPBcoNHY of design prnamenters and properincorporolion of component it e7 of dedpner-not tr= designer. ftdrtg Shawn M i Te k fs for lateral sup poR ai indivlduol web members only. Additional temporary brodng tv lns�Ne slobllfy duft cores lon Is the rgpartsibdnity of the - erector. Addlional permanent br=N at the overatl strt7cfure h the rmponslbfAly of the buktiog designer. For general guidance regarding ncwswaerasa" �- fabdcal[an. qually cankol, stonage, dei erection and bracing, consuls ANS1711 gtsaltly Olivia, OSBM99 and SCS11 Building Component 7777 Grserlbadc LrL Sub q 109 Solely information ovallable from Tnm Pla}e Institute, 583 LyDnafrio Drive, Madison. V4 53i19, plus He G*, C�L gul0 jAUGUST 1, 2016 VTT-USP VALLEY TRUSS TIE Detail I MII-VALLEY VTT 0 00 0 00 a MTek USA, Inc. YMMM A Nlffek AIMMe SECURE TO VALLI USING (3 GABLE END, COMMON TRUSS OR GIRDER TRUSS MiTek USA, Inc. GENERAL SPECIFICATIONS Page 1 of 1 1. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE PER DETAIL A 2. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 3. IF SHEATHING IS NOT INSTALLED UNDER VALLEY, BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUILIVANT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING 4. NAILING DONE PER NDS - 2012 5. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. 6. MAX MEAN ROOF HEIGHT = 30 FEET 7. ROOF PITCH = 0/12 TO 12112 8. CATEGORY II BUILDING 9. EXPOSURE B OR C 10. WIND DURATION OF LOAD INCREASE :1.60 11. MAX TOP CHORD TOTAL LOAD = 60 PSF 12. MAX SPACING = 24" O.C. (BASE AND VALLEY) 13. MINIMUM REDUCED DEAD LOAD OF 4.2 PSF ON THE TRUSSES. VALLEY TRUSS TIE SPECIFICATIONS 1. WIND DESIGN PER ASCE 7-98, 7-02 and 7-05 <146 MPH WIND DESIGN PER ASCE 7-10 <180 MPH USP VTTS TO BE INSTALLED AT EVERY TRUSS✓VALLEY INTERSECTION PER DETAIL B 2. WIND DESIGN PER ASCE 7-98, 7-02, and 7-05 <120 MPH WIND DESIGN PER ASCE 7-10 <155 MPH USP VTTS MAY BE INSTALLED AT EVERY OTHER TRUSSNALLEY INTERSECTION, STAGGERED BETWEEN EACH VALLEY TRUSS. BLE END, COMMON TRUSS GIRDER TRUSS SECURE VALLEY TRUSS TIE TO SUPPORTING TRUSS USP VTT VALLEY USING (3) 10d (0.148" x 3") NAILS. USP VTT VALLEY TRUSS TIE TRUSS TIE CENTERED ON BASE TRUSS ( LOWER ROOF SHEATHING y —� (MAXIMUM 1/2" SH G) TEo'D - DETAIL A SUPPORTING TRUSSP ` N.T.S. a c NO. C75435 EXP. 3/31/20 'I J `St CIm tip, MAR 2 2 2018 OF CALF o--" ' iven.';�c, . j2�:/y d,:;kt•:l,r,,,,:r, ,.,.. ;;f.; .,:,, :r. ;rtr:, A% !1r1 heat MM v+73 FFYOnr. r cd: Design valid for use only with Mlfek connectors. This design is baud only upon parameters shown, and is for am Individual building component. Appkcabilly of design potamenters and prayer incorporation of component b respombility, of build designer - na1 tnsw designer. &acing shown ! is for fafeml support of individual web members only. Add'iGonal lemporary bracing to hn" stubwry durfng c kuclfon is the responsbllllty of the M i Te k a mar. Add ifionol permanent bmcng of the overall structwa is the responpbllity of the building designer. For general guidance regarding POWCR— PLpia W fotxfcatlon:9uaYy canted, storage. ery, ereclioi} grid tracing, apnsutf ANS111711 Quality Criteria,1)0-89 and 9CS11 Building Component 77T1 Greenback Ln. SuBe# 109 fr Solely rlonnoHon available From Truss Plate lnsfrtute, SB3 D'Dndflid Drive, Modbon, VW 53719. Cltnm Hukihis. Ca. 95610 OCTOBER 5, 2016 TRUSSED VALLEY SET DETAIL MII-VALLEY3 sass o »o a MiTek USA, Inc. YMME AMTekMlWa GABLE ENO, COMMON TRUSS OR GIRDER TRUSS Mffek USA, Inc. Page 1 of 1 LIVE LOAD = 30 PSF (MAX) NOTE: VALLEY STUD SPACING NOT DEAD LOAD =15 PSF (MAX) D.O.L. INC =1.15 TO EXCEED 48" O.C. SPACING ASCE 7-98, ASCE 7-02, ASCE 7-05 (MW FRS) 100 MPH ASCE 7-10 (MWFRS)125 MPH + f 1 ;1 r ,r BASE TRUSSES VALLEY TRUSS TYPICAL TYPICAL (24' O.C. ) (24"OC ) L U—LLL VALLEY TRUSS TYPICAL GABLE END, COMMON TRUSS r tea• n rt s OR GIRDER TRUSS 1. INSTALL BASE TRUSSES. 2. APPLY SHEATHING TO TOP CHORD OF SUPPOI TRUSSES. VALLEY TRUSSES MAY PROVIDE BRACING IF SHEATHING IS NOT APPLIED. BASE TRUSSES MUST BE DESIGNED FOR PURUN SPACING EQUIVALENT TO VALLEY I RU5S SPACING (NOT TO EXCEED 24" O.C.). 3. IMSTALI. VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL A, B, OR C BELOW. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. TOE -NAIL VALLEY TO BASE TRUSS W/ (2) 16d (0.131" X 3.5') TOE -NAILS VALLEY TRUSS RESTS ON 2x6 P 12 12 ATTACH 2x6 CONTINOUS NO2 SPF TO THE FACE OF THE ROOF W/ TWO 16d (0.131"x 3.51 NAILS INTO EACH TRUSS BELOW DETAIL A (GREATER THAN 3/12 PITCH) SEE DETAIL ` A. B. OR C BELOW (TYP.) ATTACH BEVELED 2x4 CONTINOUS NO2 SPF TO THE FACE OF THE ROOF W/ TWO 16d (0.131" X 3.5-) NAILS INTO EACH TRUSS BELOW ATTACH BEVELED 2x4 VALLEY TO (2 ) 16d (0.131" X 3.5") NAILS DETAIL C TOE -NAIL VALLEY TO (GREATER THAN 3/12 PITCH BASE TRUSS W/ LESS THAN 12/12 PITCH) (2 )16d (0.131" X 3.5") TOE -NAILS 10 ATTACH 2x4 CONTINOUS NO.2 SPF BLOCK TO THE FACE OF THE ROOF W/ TWO 16d (0.131" x 3.5") NAILS INTO EACH TRUSS BELOW. EACH TRUSS BELOW MUST HAVE A BLOCK ATTACHED TO IT, TOE -NAIL VALLEY TO BASE TRUSS AND BLOCK W/ (2 ) 16d (0.131" X 3.51 TOE -NAILS ONE NAIL IN EACH DETAIL B (3/12 PITCH OR LESS) MAR 2 2 2018 C TE Jp 4 D D � r/�= ', �P4• ���� Al ` LQ NO. C75435 1 EXP. 3/31 /20 CIVIL ZQ 9=0� CA1t�d� F'_Air "•,: I.._ rl. '.M: iNC 1V: 101,11 Af: l!_I: 1,LFLP!..w:l P-4 M11 74'_' BEFORF. rM, Mn vs® only with Mitak connectors. Thk design is based only upon parameters showrL and Is for an IndMduol bulldtng component. P,pprx�b$ty of design poromenters and proper IncnrporaHon of wrnpon1 ntA resporWbilty of buldknq dedpner - not buss deslpner. Bracing shown h far 6aWal support of IndYAud web members only. Addtional tonVorary b rocinp to insure sioblty during ccrutructlen is the responslblllNy of the I e k erector. Adddfanol permanent bmdnp of the overall structure 4 the responstillty of the b0ftg deslgner. For general guidonce regording __ m •:wrow",.- folxtoflon, quoiffy control. sfampe, d0vary. erecfian and bradng, cansuit ANSI/fPn Quality CYtterlc, P8B-a9 and Bt511 BuNdhnp ComponenS T777 qmnyaq, Uin Sulfa# 109 5dety Ibfcrmailon v+rollab}e from inxs Plata Vwl3tute. 5B3 0 anal Delve. Mad]son. WI 53719. Clbue Heighn, Ca. 95810 AUGUST 1, 2016 1 PURLIN GABLE DETAIL Ott �aa a Mi7ek USA, Inc. sr D e rrrar eemem. FIRST COMM IN IN ■ ir IN THE PURLIN GABLE TO BE LAID ON TOP OF THE HIP TRUSSES ANDATTACHED WHERE Cep` CONTACT WITH THET HAS TRUSSES BELOW. SEE DETAIL SEE DETAIL JACKS -� I= ��_ �_ U) Z) Z O O U H Ir E_ MII-HIP01 I MTek USA, Inc. Page 1 of 2 BEESANEN GABLE TO LSTHHAON OUAL10 LEAST TOP CHICHI] PURLIN SPACING ON THE GIRDER OR HIP TRUSS. Z-0^ 5x5 3X5 ALL PLATES TO BE 2x4 UNLESS OTHERWISE NOTED 3x5 TYPICAL "PURLIN GABLE" REFER TO ENGINEERED TRUSS DRAWING FOR EACH INDIVIDUAL TRUSS SEE DETAIL #3 SEE SHEET 2 OF 2 FOR ALL DETAILS G MAX MEAN ROOF HEIGHT = 30 FEET CATEGORY 11 BUILDING EXPOSURE B or C ASCE 7-88, ASCE 7-02, ASCE 7-05 100 MPH (MWFRS) ASCE 7-10 125 MPH {MWFRS� WIND DURATION OF LOAD IN REASE :1.60 MAX TRUSS SPACING = 24" O.C. MAX STUD SPACING = 24" O,C. MINIMUM PITCH 2/12 MAXIMUM PITCH 12/12 Zzl, E O p �� � N �fiy�' C r"n NO. C75435 EXP. 3131 /20 'r T %0F CA0F MAR 2 2 2018 wnrtnr n•. ,.• .;9 r:., p. r •rr.. r. � r. ,..; 1 R110 '."�; Cl. !,p ; Ff!5 4 ": !'[f:;,:'U:.D .N ITPX "f /YNFS�;, F�bf MI7 ^, c Jail, �Rf; r .5!, � I)etipn voncs for use only with Mslek canrreclors. fib dealyn is Gased only upon poromelersshown, and h for an inrlWiduol pcnlsXo'�g component. App6cobAlty of design poramenfers and proper Irkcorpor�ptlon of campkxsestt h reyporsihllfsy of 7ulvding desi0ngr - naS buss designer. &odrlg shown M i Te k' is For iolelal support of mdividsxii web memtsess oNy.IiRnpi lamporary hrac§ig to insure sladillty durlrrg cansfruction Is the responstbtllfty of the er9cfpr. Ad7f11WT7F permanent brac'inp a} the Overall shuchxe is }he responsfl�lBty o} the buiEdlnp designer. Far generoi guedcmce regarding „OWL1P 1O.rr.vcwr: latxicnllon. quakfy cool oL stasage. deirvary. erection and b adng, omsudl ANSIRPI7 tiuonly f rlleda, 0S6.6s end 6rsn aulldhsg Compvnerd 77T7 Greenback Ln. Subs# 109 Solely Infartnnlbn ova�ohle from Trust Plate Imfllu}e. 563 D'Onohta brNg, fu4odnon, WI 537}4, Claus Heighis, Co. 95610 AUGUST 1, 2016 PURLIN GABLE DETAIL MII-HIP01-2 ��flQ o� MiTek USA, Inc. Y=ftm AWWANlraln . 16d (0.131"X 3.5") NAILS 61,0.10. HIP GIRDER STEPDOWN HIP TRUSSES THE TOP OF THE HIP GIRDER TRUSS AT THE BASE OF THE PURLIN GABLE IS DROPPED LESS THEN ALL THE OTHER HIP 161 TRUSSES. THE BOTTOM EDGE NA OF THE PURLIN GABLE ALIGNS WITH THE LEFT FACE OF THIS TRUSS AND BEARS ON TOP. ALTERNATE DETAIL j DETAIL #1 ATTACH 2x LEDGER TO FLAT TOP CHORD WITH 2 ROWS OF 10d (0.131" X 3") NAILS SPACED 9" Q.C. DETAIL #2 GG TE PURLIN GABLE DOES NOT EAT TOPHCHORO F s oN.� PURUN GABLE FLAT TOP CHORA PORTION OF THE LOWER TRUSS TRUSS TOP CHORD DETAIL #4 Mi rek USA, Inc. Page 2 of 2 131" x 6" O.C. I:1 DETAIL #3 ( r p �1 �i• NO. C75435 1 EXP. 3131120 �14T CIVIL� MAR 2 2 2018 Ai u'AF.'.h'1':: 1c' —11:,.,I,,t,....:,-!1,r%,"Id REAP os iwi :{-I Hi!:tvvr�, !4 's-'t n f.ropE 1'!57_'. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and Is for an indiv dual building component. Nff Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer - not tnra designer. Bracing shown i Te k is for lateral support of indWuol web members only. Additional temporary bracing to insure stability auft construction Is the resporslbAAty of the erector. Additional pemionent bracing at the overall struclure Is the responsibility of fhe building designer. For germol guidance mgard M nowcw :n.urcwv: fabrication, quoily control, storage, delivery, erectlon and brocblg consult ANSVIM Quality Crflerla, DS11-89 and BCSII Building Component T777 Greenback Ln. Suite# 109 Safely Inlormulian avollable from Truss Plole IreBhft, 5B3 D'Orsohio Drive, ModrsorL VA 53714. Citrus Holghts, Cs. 95610 AUGUST 1, 2016 PURLIN GABLE DETAIL �I VV�11 11��11�-a MII-HIP01(MULTIPLE) Mrrek USA, Inc. Page 1 of 1 THIS DETAIL IS TO BE USED IN CONJUNCTION WITH MITEK DRAWING ST-HIP01 FOR USE WITH MTek USA, Inc. MULTIPLE PURLIN GABLES & `�1u1 A wrak Aftials i Sd (0.131 " X 3.5r) NAILS fi"`O.C. at, l ATTACH 2x_ LEDGER TO FLAT TOP CHORD HIP TRUSS WITH 2 ROWS OF 1Od (0.131" X 3") NAILS SPACED 9" O.C. S E O D 0 AIN W� NO. C75435 EXP. 3/31 /20 `Fl CIVIL 1P F C A L`I � MAR 2 2 2018 ✓ KID .NU ff.,S !rli M1.1 r1 .'P 1hY 1 r'r 13, 1!17 � 1:1".I E-PF"If pAr,V MY i its MR us Design vok for use ortly �Ah Wrek cormeckv;. 7hh design k based only upon poromahm shown, and Is far an indMduol bWoUng compofrent, . An0cahllity of design poromenten and proper imnpofolion of component N resparstibitlty of bullring de.*Vwr - not inns designer. &acing shosm M i Te k 1 Is for Ic4ami avppad of indivpduol web member. 0*. Acidtionol temporory bracing to insure stabBtty during coruf uctlon Is the respormU fy of the erector. Addfflanol permanent hmn tng of the overall stnmtuns b the resporWbNty of the buPdng designer. For general puldonce regoidlrq vnwrw m viwron'r: telxicaFon, qu[rifty Cwnaol, storage. delivery, erection and bracing, consull AN5I/tPl7 quolHy Criteria, ose-a4 orld 6CS11 lugding Component 7777 GreanbaWr Ln. Sulfa# 1t19 Solely Iniormatfon ovolabte from Truss Prole Ins9tLrfe, 563 Q'Dnofrlo Drava, Madison, A 1119. Citrus ligiahis. Ca. 95610 JANUARY 6, 2017 I Standard Gable End Detail noo I�Jaa 0 00 a MITek USA, Inc. IF° 0 A urfa NmlWp Typical x4 L-Brace Nailed To 2x Verticals W/10d Nails spaced 6" o.c. Vertical Stud SECTION B-B DIAGONAL BRACE TRUSS GEOMETRY AND CONDITIONS 4' 0" O.C. MAX SHOWN ARE FOR ILLUSTRATION ONLY. M I I-G E130-001 Mrrek USA, Inc. Page 1 of 2 Vertical Stud (4) -16d Nails DIAGONAL 8 GE 16d Nails Spaced 6" o.c. (2) -10d Naffs into 2x6 6 Stud or 2x4 No2 of boner Typical Horizontal Brace Nailed To 2x Verticals SECTION A -A ?xd Iu7 w/(4)-1 Dd Nails 12 Q Varies to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED, TOENAIL BLOCKING SEE INDIVIDUAL MITEK ENGINEERING TO TRUSSES WITH (2) -10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH TDRAWINGS FOR DESIGN CRITERIA (5) -10d NAILS. 5k (4)-8d (0.131"X2.5-) NAILS MINIMUM, PLYWOO „ 3x4 = SHEATHING TO 2x4 STD DFISPF BLOCK * - Diagonal Bracing * * - L-Bracing Refer Refer to Section A -A to Section B-B NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6" O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0" O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH (4) 10d NAILS THROUGH 2x4. (REFER TO SECTION A -A) 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. NAILS DESIGNATED 10d ARE (0.131" X 31 AND NAILS DESIGNATED 16d ARE (0.131"X 3.5") Roof Sheaf 24" Max 1'-3" Max. Diag. Brace at 1/3 pointE if needed Minimum Stud Size Species and Grade Stud :spacing Without Brace DIAGONAL 1x4 2x4 BRACE IL -Brace L-Brace 2 DIAGONAL BRACES AT 1/3 POINTS Maximum Stud Length 2x4 DF/SPF Std/Stud '12" O.C. 4-0-7 4-3-2 6-0-4 8-0-15 12-1-6 2.4 DF/SPF Std/Stud 16" O.C. 1 3-7-0 3-8-4 5-2-10 7-1-15 10-8-15 2x4 DF/SPF StdlStud 24" O.C. 1 2-11-1 3-0-2 4-3-2 5-10-3 1 8-9-4 Diagonal braces over 6'-3" require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 1-braces attached to both edges. Fasten T and I braces to narrow edge of web with 10d nails 8" o.c., with 3" minimum end distance. Brace must cover 90% of diagonal length. MAX MEAN ROOF HEIGHT = 30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98, ASCE 7-02, ASIDE 7-05 130 MPH ASCE 7-10 160 MPH DURATION OF LOAD INCREASE :1.60 STUD DESIGN IS BASED ON COMPONENTS AND C CONNECTION OF BRACING IS BASED ON MWFRS. End Wall (2) - 1130y i f(2) - 10d NAILS Virus s @ 24" ox. ly 93 r I \4DIAGONAL BRACE SPACED 48" O.C. ACHED TO VERTICAL WITH (4) -16d NAILS AND ATTACHED BLOCKING WITH (5) -10d NAILS. — HORIZONTAL BRACE (SEE SECTION A -A) NO. C75435 EXP. 3/31 /20 *' �ClvllP MAR 2 2 2018 �n vplfd foruse ordywllh AAlfslr connectors.7hts deign b based only upon poramalen Onvom and Is for on Indriduol Mc fng companant. lsupp "of in�arr uol b m embed o�my°,`i crr�orral re�rc�aarary aCTr>aroar si nly`dua�, Irfon`b �e rss�aBr apiy of he M i Te k erector. AdAilcm pe"mnenl la[a[�g of #* Overall shuchire is the respomPodBly al the �dtng Oesfgneu. For general guidance regardfnH nnnrn.e �oa.cn.r.- + fobfi=tion, quality cor'iNd, slorep@, dglivery, pceclfon and ' cIrK , camull ANSIIrPII GuWlly Cdhuh . DSB49 and 11=11 Building Component TM Greenback Ln. SuiloR 708 Salmly lnfamoBerr ovolloble tram Truss Piale lnsljlule. S83 A OnDNo Drlre, AM1odlspn. lAl 53719. Glrus Ne1phls. C& 95610 OCTOBER 5, 2016 Standard Gable End Detail MII-SHEET 2 Mi rek USA, Inc. w7mlo A Urrd[ AKVIA n MTek USA, Inc. Page 2 of 2 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD Trusses g 24" ox. HORIZONTAL BRACE (SEE SECTION A -A) 2x6 DIAGONAL BRACE SPACED 48" O.C. ATTACHED TO VERTICAL WITH (4) -16d Roof Sheathing-� ' TO BLOCKING WITH (5) NAILS D Od (0.1131E X 3") NAILS. + , V-3rr Max. IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR NAIL DIAGONAL BRACE TO THE PROJECT ENGINEERIARCHTECT TO DESIGN THE PURLIN WITH TWO 16d (3 5"x0.131 ") NAILS CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS 2X 4 PURLIN FASTENED TO FOUR TRUSSES WITH TWO ISd (0.131"X 3.5") NAILS EACH. FASTEN PURLIN \ TO BLOCKING WI TWO 16d (0.131"X 3.5") NAILS (MIN) Diag. Brace \ \ PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES at 113 points \ UPPORTNG THE BRACE AND THE TWO TRUSSES if deeded ON EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) -10d (0.131 " X 3 NAILS EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) -10d (0.131" X 3") NAILS. End Wall 5 -.- CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: STRUCTURAL METHOD 1 : ATTACH A MATCHING GABLE TRUSS TO THE INSIDE GABLE TRUSS FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAILING SCHEDULE. METHOD 2: ATTACH 2X- SCABS TO THE FACE OF EACH VERTICAL SCAB ALONG MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING VERTICAL NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SIZE, GRADE AND SPECIES AS THE TRUSS VERTICALS NAILING SCHEDULE: FOR WIND SPEEDS 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (0.131" X T) NAILS SPACED 6" O.C. FOR WIND SPEEDS 120-150 MPH (ASCE 7-98, 02, 05), 150-190 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (0.131" X 3") NAILS SPACED 6" O.C. (2X 4 STUDS MINIMUM) MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR INLAYED STUD f VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. STRUCTURAL AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST GABLE TRUSS f BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM J CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR THE VERTICAUSTUDS ONLY. NOTE: THIS DETAIL IS TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED "� D STUDS. TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. STANDARD I`{ No. C75435 GABLE TRUSS 1 / I 1 EXP. 3/31120 J s: CIVl'L MAR 2 2 201~'F CA0V ' a NMI. Desfgn vald for use only with %Tek connector%. This design Is based only upon parameters shown. and is for an individual building component. fo MIcab ly of design pamlers men=4 proper Incorporation of component is responslblilty of biftIng dedgrtor-not hrrss designer. Brw)ng shown M i Te k B tweral suppa l of inddlviduot web member only. Additional temporary bracing to Insure stability durng conshuclion Is the respongAlly of The erector. Addlflonol pefmonent bracing of the overall skucfue is the mqxmsbW of the building designer. For general guldance regordng fobl Ilan, cg, controL storage, any. erecAon and broch'rg, consult p yiFll Quality Crlbarfa, OSB.89 and ISCStI bulldkrg Component mj7 Greenbactc Irt. Sulkrlk log Solely tnlermallon WaOoble from Tons Ylale IrufifiAe. SB3 O'Onahip OrWe. hM1odE6an. Vt7 53719. Citrus Hehhfs. Ca 95610 AUGUST 1, 2016 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS Mil-REP01 Al AND DAMAGED OR MISSING CHORD SPLICE PLATES Q oar � o» L-u—u In MR'ek USA, Inc. ymmu A rmTk ARMe MiTek USA, Inc. Page 1 of 1 TOTAL NUMBER O NAILS EACH E SIDE O ` X INCHES MAXIMUM FORCE (Ibs)15% LOAD DURATION SP OF SPF HF 2x4 2x6 2x4 24 2x4 2x6 2x4 2x6 2x4 2x6 20 30 24" 1706 2559 1561 2342 1 1320 1980 1352 2028 26 39 30" 2194 3291 2007 3011 1697 2546 1738 2608 32 48 36" 2681 4022 2454 3681 2074 3111 2125 3187 38 57 42" 3169 4754 2900 4350 2451 3677 2511 3767 44 66 48" 3657 5485 3346 5019 1 2829 4243 2898 4347 DIVIDE EQUALLY FRONT AND BACK ATTACH 2x SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS (CENTER ON BREAK OR SPLICE) WITH 10d (0.131" X 3") NAILS (TWO ROWS FOR 2x4, THREE ROWS FOR 2x6) SPACED 4" O.C. AS SHOWN. STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 0-2-0 O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 0-3-0 MEMBER END DISTANCE. THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12". (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: -A L=(2)X+C • 10d NAILS NEAR SIDE +10d NAILS FAR SIDE TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6" FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE) DO NOT USE REPAIR FOR JOINT SPLICES NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES S NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS f SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED O C}t REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. ,�k4 /�� s� �1 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. a lr W G 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. N Q . C 7543 5 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2x_ ORIENTATION ONLY. 1 EX P. 3/31 /20 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. A `)l CIVIL �Yf MAR 2 2 2018 OF CA0010 sow �fggn rWld for use ordY �191FI hsifek cpm6C}prs, Thh desl�, Is t�dsed duly upon pprdmelers shown, veld a For do IndViduol bU>Idfng cdmpmenl. AppllcdbFily pF des3fyn ppoarr��ss��aen}ers and proper Incr�rpcedtlon of cpmponerrt is respornftilo}y o! hu�irrq designer - nps m,� des6gn�r, Brocu,9 shdvm M i Te k h for lateral support qI inerNiduvl web members dNy. Addltiorlallempadry bradr� 101rWxe dnbiGly during ConsiNc'liert iSlha raypdrlslbpNty of H1e 9rBFiN. AddlNondl pemmnent a! the py$rp➢ SIrNC1LRe Is fhe responsiblHy p1 iF�e bYlddfnp dasierrer. For 0e�era4 guldonce �d�f>g acwario •cwrowN.- irfbilCatldn. quoMty canfra4 sfCra�, dpd�very, ergCiidn dnd hracEr�. Canwll AI�SIIfPIi 4uoGly Rllerla. 0.58-89 and 6CSn 6uAdllrg CalnponeM 7777 Gmenback La. SulW 100 Safety Infarmdlfdn ow➢able frown Tru55 Pipte Irrcllfu}e.563 d'Onofrio Orlvr3, Mr7dhOrL WI53719. COnu ftghla, Ca. 95610 OCTOBER 5,20161 SCAB APPLIED OVERHANGS �F--1= ® TRUSS LOADING: 40-10-0-10 ©© DURATION FACTOR:1.15 SPACING: 24" O.C. TOP CHORD: 2x4 OR 2x6 PITCH: 4/12 -12/12 MiTek USA, Inc. HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BEARING CONDITION NOTES: 1. ATTACH 2x SCAB (MINIMUM NO.2 GRADE SPF, HF, SP, DF) TO ONE: FACE OF TRUSS WITH TWO ROWS OF 10d (0.131" X 3") NAILS SPACED 6" O.C. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2x NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. IMPORTANT This detail to be used only with trusses (spans less than 40') spaced 24" o.c. maximum and having pitches between 4/12 and 12112 and total top chord loads not exceeding 50 psf. Trusses not fitting these criteria should be examined individually. REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES ST-REP13A Mi fek USA, Inc. Page 1 of 1 FtSS � � ic0.�'ca Z�OpOI�`��•', e J � r �LU C, rn rn N O. C75435 .* j EXP. 3/31/20 1``P� ,—CIVIt �P OF CA 0 O� MAR 2 2 2018 ,,L O*n valid far Vsa only wtlh Mirek cornectom ThFsdaslgn 15 bosed ordy upon poi— atom stuym. and 6 for an IndMduol building ccrnponenl. cat�dIt, of dasign poramenlars and proper Incorporation of component IsresponsibW of burTding dedgner- nol muss oadgner. Bracing shavm d lat far lateral support of frdMducl web members only. Additloncl tempwory bracng to Insure doming tithe the M i Ye k slablRly carGhudEon msporaAMy of eraclor. Add0lonal pamronent bracing of the avwol6tructwe a the resporaAly 0 the but>CRngdg�� nor. For genera! guldonce regon:Ing fabdcatfon. quoWy Ganlral, siarage. dabery, erecf•Iart anti braahp. corisuH ANWRI7 Qua* CrBel�sr. DS"9 and BMW Building Cwtlpeneat SsHely Inlermotlan available fmm Truss Plole InsHhrle. 6e8 D•Onofna Drtve. MoMorw Wl 53719. 7777 Gre bxr c Ln. SUMN 109 p0ys Heights, Co. We10