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Plans (38) if -205w t/ 57 r 24'-15/8" 4 4 c 1 FIF ' 4. N CO -) K) ( i ) V M N s- yeif r,; \ III 111 _tilt/A/4D 29 244 Vert Mods a9 2a soMa Mocb SJ 1 I,I �,� 0 :41 j „r;{4Al SJ2 It\ / KE _' ��� SJ2 SJ3 _-MMI\ AMU SJ3 1I�111�� 11111,••• / EXISTING HOUSE I _ I 5 4 - A , 1 s wo • 1 i iifi'■I CO Jzi__ A3(11) I 1.1.11111111 I ;! I_ Aillili .M11111.11r11.1. I_ SJ3NMI 1111111111 SJ3 SJ2 _nil ,�U1 SJ2 SJ1 IIr ,.1 SJ1 MO Iiirel 0. ,/ I I III I \ ©Copyright CompuTrus Inc.2006 IILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS CARBON DOVETAIL LLC 06/17/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND 20JECT TITLE: REVISION-1: ENGINEERED STRUCTURAL M 16406 CARBON DOVETAIL MICHIELS ADD DRGFURECER umberINFORMATION. ,LDING DESIGNER/ENGINEEROSBLEFRAL OF RECORD AN: DRAWN BY: LARRY M REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING MICHIELS ADD. , ACHECKED BY: DESIGNER/ENGINEER OF RECORD TO DERSGNW PAOR APORONESTORACLL ON. & TRUSS COMPANY FLIVERY LOCATION: SCALE:: REVISION-3: TIGARD,OR 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. JP SPECIFICATIONS + ' x4 OF ICATR 24-01-10 HIP SETBACK 8-00-00 FROM'END WALL IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1,00 !x6 DF SS LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 126 2-10=(-662) 2785 3-10=(-114) 222 !x4 OF STAND LOADING 2- 3=(-3528) 923 70.11=(-919) 3230 10- 4=( -30) 863 LL = 25 PSF Ground Snow (Pg) 3- 4=(-3416) 945 11- 8=(-627) 2785 10- 5=(-621) 428 :RAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 5. 6=(-2815) 826 6.11=(--30) 428 :RAL SUPPORT <= 12°OC. UON. TC UNIF LL 125.0)+DL( 35.0) = 160.0 PLF 8'- 0.0" TO 16'- 1.6" V 5- 7=(-3416) 826 6- 7 5-11= 3=((-624) 863 TO UNIF LL( 50.0)+DL(14.0)= 64.0 PLF 16'- 1.6" TO 24'- 1.6" V 6- 8=(-34 945 11- 7=(-173) 222 104 BRACING AT 24"00 VON. FOR BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 24'- 1.6" V 7- 8=(-35229) 923 9) IT TOP CHORD AREAS NOT SHEATHED 8. 9=( 0) 126 TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 16'- 1.6" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA IGS: 24.0" 24.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) :or plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 24'- 0.6" -592/ 2592// 130/ 13OH 5.50" 4.15 OF ( 625) I8,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP S,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 nsf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267° MAX LL DEFL = -0.092" @ 8'- 0.0° Allowed = 1.161" MAX TL CREEP DEFL = -0.206" @ 12'- 0.8" Allowed = 1.548" MAX LL DEFL = -0.036" @ 26'- 1.6' Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ 26'- 1.6" Allowed = 0.267' MAX HORIZ. LL DEFL = 0.033" @ 23'- 8.1" MAX HORIZ. TL DEFL = 0.053" @ 23'- 8.1" Design conforms to main windforce-resisting 7-11-11 8-02-04 7-11-11 system and components and cladding criteria. 4 00-14 3-08 OS 4-03-07 4-03 07 3-08 08 4-00-14 T Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, '4597.30# (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir), 12 597.30# T load duration factor=1.6 8.00 / M-7x8 12 Truss designed for wind loads 41 M-3x4X6 M-7x8 8.00 in the plane of the truss only. 5 10111b MI 404Sssssssss4s\ss M-1.5x3 3 M-1.5x3 3 N. M•3x10 100.25" ft o 1 M-3x8 M 3x10 8 M-7x8(S) • ), 7-07-10 y 8-10-06 y y y 7.07-10 2-00 24-01-10 y 2-00 NAME : 16406 CARBON DOVETAIL - AH1 �Ep PROFF Scale: 0.2517 \G�� GINar 'WO WARNINGS: GENERAL NOTES,unless otherwise noted: / ss: AHI1SO . Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component.Applicability of design parameters and proper !�� / E 1-,r` 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. Ale -, BY: MJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length)y 6/18/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC. �__ • 9 3.2x Impact bridging or lateral bracing required where shown++ �' Cr. 59674 76 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. NS fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are lobe used in a non-corrosive environment, "yL OREGON NS I D: 401464 design loads be applied to any component, and are for"dry condition"oT use. 5.CompuTrus has no control over and assumes no responsibility for the 6. Design assumes fug bearing at all supports shown.Shim or wedge if 4O '9}` 14 2Q\ +� fabrication,handling,shipment and installation of components. necessary. • �P 6.This design is furnished subject to the limitations set forth by7.DesigPlatesn shall be assumes locatedaone both drainage iso truss,a R R I Ly late in inches. (ILII VIII VIII VIII VIII VIII IIII I TPIIWTCA in BCSI,copies of which will be furnished upon request. 8. ns coincide with joint entertlines8 of truss,and placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6(IL)-E 0.orr9. �basits o onnectorcate size oplf ate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 , I . JP SPECIFICATIONS TRUSS SPAN 24'- 1.6" r 1x4 DF 1&BTR IBC 2012 MAX MEMBER FORCES 4WR/GDf/Cq=1.00 1x4 DF M1&BTR LOAD DURATION INCREASE = 1.15 !x4 DF STAND SPACED 24,0" O.C. 1. 2=( O) 126 2-12=(-254) 1079 3-12= -136) 136 2- 3=(-1416) 467 12.13=(-315) 1127 12- 4=( -76) 410 LOADING 3- 4=(•1242) 446 13.10=(•338) 1079 12- 6=(-225) 185 :RAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=( 0) 0 6-13=(-225) 185 4- 8=( -980 407 3-19=( 136) 436 :RAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF 6- 8-( -9800) 4070 007 13- 9=(-136) 136 7104 BRACING AT 24"OC VON. FOR LL = 25 PSF Ground Snow (Pg) 9. 9=(-14 467 TOP CHORD AREAS NOT SHEATHED 9.10=(-141165)) 467 IT LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10-11=( 0) 126 IGS: 24.0" 24,0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA or plate prefix designators: AND BOTTOM CHORD LIVE LOADS10PSF NON-CONCURRENTLY.TOPTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 8,CN18 (or no prefix)) = CompuTrus, Inc0'- 0.0" -215/ 1242V -134/ 134H 5.50" 1.99 OF ( 625) I,M18HS,(or = MiTek MT series 24'- 1.6" -215/ 1242V 0/ OH 5.50" 1.99 DF ( 625) ICOND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing"I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0° Allowed = 0.267" MAX LL DEFL = -0.039" @ 12'- 0.8" Allowed = 1.161" MAX TL CREEP DEFL = -0.091" @ 12'- 0.8" Allowed = 1.548" MAX LL DEFL = -0.036" @ 26'- 1.6" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ 26'- 1.6" Allowed = 0.267" 9-11-11 4-02-04 9-11-11 MAX HORIZ. LL DEFL = 0.020° @ 23'- 8.1" MAX HORIZ. TL DEFL = 0.032 @ 23'- 8.1" 4-00-14 3-08-07 2-02-05 2-01-02 2-01-02 2-02-05 3-08-08 4-00-14 Design conforms to main windforce-resisting T 12 T f 5 T f T T T system and components and cladding criteria. 7 8.00 `2 Wind: 140 mphl h=15ft, TCDL=4,2,8CDL=6.0, ASCE 7-10, M 4x6 M-4x6 8.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3X4 load duration factor=l.6 4 Truss designed for wind {pads 6 in the plane of the truss only. m5 M-1.5x3 3 M-1.5x3 3 N. A tMN o 12 7( 13 1 o 1 M•3x4 0.25" M-5x8(S) M-3x8 M-3x4 1 y y 7-07-10 8-10-06 y y y ), 7 07-10 2-00 24-01-10 y 2-00 NAME : 16406 CARBON DOVETAIL - AH2 .9,Ea PROFF Scale: 0.2497 - GINE 0,0 w/0 WARNINGS: GENERAL NOTES,unless otherwise noted: 5/ r ?, ss: AH21.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual o �� and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. / BY' �J 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c. afivey unless braced throughout their length by " 6/18/2014 the overall structure is the responsibility of the budding designer. 2continuous Impact tsheathingosuchr l bracing re uiied where s own+dryweR(9C). f,- al/d_ • n9 9 3. Impaboif is therelpty of the wheretive contractor. _ ' 5967477 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ' 0 Cr NS5 9 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �, A_OREGON �j NS 1 IJ: 401464 design loads be applied to any component. and are for"dry condition"of use. r/ 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if /Q 9}' 14 ZO1 -�� fabrication,handling,shipment and installation of components. necessary. �P 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is truss,d. �`RR I, % IIT 10111011110111111110111 TPIM?CA in BCSI,copies of which will be furnished upon equest. 8 Ines coincide with joint centees shall be located on r�linesgof and placed so their center N I MiTek USA,Inc./CompuTrus Software+7.6.6(11)-E 10.Digits basic connector plate d in values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 JP SPECIFICATIONS !x4 DF letCBTR TRUSS SPAN 24'- 1.6" r !x4 OF k1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 !x4 DF STAND SPACED 24.0" O.C. 1- 2=( 0) 126 Z 7=(-2D0) 1108 3- 7=(-327) 274 2- 3=(-1394) 313 7- 8=( -86) 716 7- 4=(-160) 581 LOADING 3- 4=(-1230) 382 8- 6=(-192) 1062 4- 8=(-157) 596 :RAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-1231) 403 8- 5=(-334) 271 5- 6=(-1395) 334 :RAL SUPPORT <= 12°OC. UON. DL ON BOTTOM CHORD = 10.0 PSF IGS: 24.0" 0.0" TOTAL LOAD = 42.0 PSF :or plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 8,CN18 (or no prefix) = ries CompuTrus, Inc 0'- 0.0" 168/ 1257V013 -177/ 188HO5.50" 2.01 F ( 625) 1,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 24'- 1.6" -120/ 1013V 0/ OH 5.50" 1.62 OF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc soacing"I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.036" @ 8'- 2.2" Allowed = 1.161" MAX TL CREEP DEFL = -0.087" @ 15'- 11.5" Allowed = 1.548" MAX HORIZ. LL DEFL = 0.017" @ 23'- 8.1" MAX HORIZ. TL DEFL = 0.028" @ 23'- 8.1" 12-00-13 12-00-13 6-02-14 5-09-15 T 5-09-15 f Design conforms to main windforce-resisting 6-02-14 system and components and cladding criteria. 12 T f Wind: 140 mpht h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8.00 M-4x6 12I (All Heights) Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8.00 load duration factor=1.6, 4 .0Truss designed for wind loads 4 " .0 in the plane of the truss only. 111111 M-1.5x3 M-1.5x3 11411,{ M-3x4 70.25" a =-6 o M-5x6(S) M-3x4 M-3x4 0 8-02-03 7-09-05 8-02-03 y y 2-00 24-01-10 NAME : 16406 CARBON DOVETAIL - A3 Q,ED PROF6- S0,,0.2350 \5a GINE(IN (S/0 WARNINGS: GENERAL NOTES, unless otherwise noted: 5/ 2 A�] 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual s s: A3 and Warnings before construction commences. building component.Applicability of design parameters and proper E 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. BY' IVIJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.e.respectively unless braced throughout their length by 6/18/2014 the overall structure is the responsibility of the buildingdesigner. 2x Impact continuous sheathing such l bracing cingoe suired where sown+drywall C. • rn 4. Intmpaoboiftrus is therelonsbiityofthewheretiveco+a ) �' ��_ , 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. Cr 5967478 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �7` OREGON ((, NS I D: 401464 design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown.Shim or wedge if �Q *-13.• 14 20 r. fabrication,handling,shipment and installation of components. necessary. A {� Ilift 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. Q.JC+�R I, _ ' 1101 1111111110I111 I II TPI/WTCA in BCSI,copies of which will be furnished upon rquest. 8 lines coincide with jol be int ed on nter lines. of truss,and placed so their center C IMiTek USA,Inc./CompuTrus Software 7.6.6 1 L-E 9.Digits indicate size of plate in inches. ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 I JP - • SPECIFICATIONS TRUSS A !x4 DF k1&BTR LOAD DURATION INCREASE IBC 2012 MAX MEMBER FORCES GDF/Cq=1,00 1.15 1-2=( 0) 126 2-4=2-4= !x4 DF pt&BTR SPACED 24.0" O.C. (0) 0 :RAL SUPPORT <= 12"0C. UON. 2-3=(-109) 85 :RAL SUPPORT <= 12°OC, UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA IGS: 24.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. TOTAL LOAD = 42.0 PSF 0'- 0.0" -144/ 526V -18/ 87H 5.50" 0.84 DFP C 625) :or plate prefixno designators) . Cos 1'• 10.9" -82/ 130V 0/ OH 1.50" 0.21 DF ( 625) 8,CN18 (or prefix)) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 OF ( 625) i,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=LJ180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" MAX TC PANEL LL DEFL = 0.009" @ 1'- 0.8" Allowed = 0.114" MAX TC PANEL TL DEFL = -0.009" @ 1'- 0.8" Allowed = 0,171" MAX BC PANEL LL DEFL = 0.035" @ 3'- 6.6" Allowed = 0.354" MAX BC PANEL TL DEFL = -0.102" @ 4'- 4.8" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 1-11-11 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" T i' Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 Wind: 140 mph, h=15ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 3 in the plane of the truss only. I A v 0 co N. N- 0/- 0 - <4 M-3x4 1 y y 2-00 (PROVIDE F IN 8 AR 'Jts'2 3 41 8-00 y NAME : 16406 CARBON DOVETAIL - J1 p‘ O PROF. sScale: 0.569t 5� GINE .. t,/_ WARNINGS: GENERAL NOTES, unless otherwise noted: C.ss: J11. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual % 5/ r and Warnings before construclion commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. BY: MJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at / /J is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 6/18/2014 the overse structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ��� • 9 3.2x Impact bridging or lateral bracing required where shown++ i'�'�. 5967479 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. Q [� fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 'F OREGON 'I NS ID: 401464 design loads be applied to any component. and are for"dry coedRion"of use. G �� 2p�lk�A`� 6.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown,Shim or wedge if /O 1 4 fabrication,handling,shipment and installation of components. necessary. �P 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. /1/ * R �..�^ /)III ILII VIII�II 11111 lila NII I�I TPI/WTCA in BCSI,copies of which will be furnished upon equest. 8 lines cons ide witl be h joint centerrlies$ortruss,and pieced so their center If late in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For9. �basicts �connector plcate size of ated sign values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 JP • ' SPECIFICATIONS TRUSS SPAN B'- 0.0" ' x4 DF k1&8TR LOAD DURATION INCREASE = 1,15 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 .04 DF k1$BTR SPACED 24.0" O.C. 2-3 7) 174 2-4=(0) 0 2-3=(-97) 74 :RAL SUPPORT <= 12"OC. UON. LOADING :RAL SUPPORT <= 12°OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF _ DL ON BOTTOM CHORD = 10.0 PSF OCATIOG MAX VERT MAX HORZ BRG REQUIRED BRG IES IGS: 24.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS2REACTIONS125I5E SQ.IN..8 (SPECIES)( 6 0'- 0.0" -80/ 523V -32/ 124H 5.50" 0.84 DF ( 625) or plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -130/ 147V 0/ OH 1.50" 0.23 DF ( 625) IB,CNI8 (or no prefix)) = CompuTrus, Inc 8'- 0.0" 0/ 71V 0/ OH 5.50" 0.11 DF ( 625) i,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0° Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.046" @ -2'- 0.0° Allowed = 0.267° MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" MAX BC PANEL LL DEFL = 0.046" @ 3'- 6.6" Allowed = 0.354" MAX TC PANEL TL DEFL = -0.034" @ 2'- 2.2" Allowed = 0.413" MAX BC PANEL TL DEFL = -0.152° @ 4'- 4.8" Allowed = 0.472" 3-11-11 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 3'- 10.90 12 Design conforms to main windforce-resisting 8.00 3 system and components and cladding criteria. Wind: 1140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, load duration'factors'ds Cat.2, Exp.B, MWFRS(Dir), Truss designed for wind loads in the plane of the truss only. -,i- c> 0 0 c,> N.. o/- c o� 0 �4 -/ M-3x4 1 ; y 2-00 (PROVIDE FULL BEARING,Itc•dy3,l 8-00 y NAME : 16406 CARBON DOVETAIL - J2 ° PROF Scale: 0.5516 eco- GINS �`r6'/O WARNINGS: G. hRAe NOTES,unless up otherwise aq Erf 1.Builder and erection wntractor chould be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual � � s S: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. / BY MJ 3,Additional temporary bracing to insure stability during construction 2,Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 6/18/2014 the overall structure is the responsibility of the building designer. continuous2xImpactsheathing or suchr las bracing cing required e su red whir sown drywall�BC). �',_ �_ 4. In Imptot bof Crus is thterel onsbi i y of the where shown++ . ' 5 967480 I 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. et NS fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, -yam ,�OREGON D" (� NS I D• 401464 design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �O 1 4 201 -}� fabrication,handling,shipment and installation of components. 7. necessary. C. �P 6.This design is furnished subject to the limitations set forth by Design assumes adequate drainage is provided. �`R R,, , HI VIII VIII VIII VIII VIII 110 SIIlate in inches. TPI/WTCA in BCSI,copies of which will be furnished upon request. 8.Ines coincide witlates shall be h joint cented on rtlines.9. s of truss,and placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basiits cconnector cate size plf ate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 JP • -SPECIFICATIONS • TRUSS SPAN 8'- 0.0" ' ' X4 DF ttt&BTO RATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 x4 DF #1&BTR SPACED 24.0' 0.C,LOAD DU1-2=( 0) 126 2.4=(0) 0 2-3=(-127) 93 :RAL SUPPORT <= 12.00. UON. LOADING (RAL SUPPORT <= 12"OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSFBEARING MAX VERT MAX THORZION BRG REQUIRED0.111. BRG AREA IGS: 24.0' 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS0 - 0.0" -72/ACT572V -45/ACT1611H 5.50" 0.92N F(SPECIES)( 625 8 CN18t(oPrno1prefixx gnatCompuTrus, Inc ors: LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 83V 0/ OH 5.50" 0.13 DF ( 625) 5'- 10.9" -119/ 175V 0/ OH 1.50" 0.28 DF ( 625) ;,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF I8C 2012 AND IRC 2012 NOT BEING MET. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc soacing.1 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -2'• 0.0° Allowed = 0,267' MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 5-11-11 MAX TL CREEP DEFL = 0.000" @ 0'• 0.0" Allowed = 0.105" MAX IC PANEL LL DEFL = 0.120" @ 3'- 2.1" Allowed = 0.436" '1. MAX BC PANEL TL DEFL = -0.182" @ 4'- 1.4° Allowed = 0.472" 3 -/ MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001' @ 5'• 10.9" 12 8.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only, v 0 v 0 .e- N- `)/- .4- . l N- o/v o/- o 0."---41-114 -V M-3x4 1 1, /- y 2-00 (PROVIDE F I B AKIN ' a• 41 8-00 NAME : 16406 CARBON DOVETAIL - J3 9, t) PROFF - - Scale: 0.5141 C' GINS Ss>O WARNINGS: GENERAL NOTES,unless otherwise noted: / ��� E 0 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 7h/ k9 1:7r SS; J3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. / BY: MJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 6/18/2014 the overall structure is the responsibility of the building designer. 3.continuous sheathing such as plywoodrequired sheathing(TC)and/or drywall(BC). �',_ , �'` • 2x Impact bridging or lateral bracing where shown++ -so 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. tr 5967481 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, -}7` 4,OREGON NS I D• 401464 design loads be applied to any component. and aro for"dry condition"of use. RY 2o1D ��� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14, fabrication,handling,shipment and installation of components. necessary. �1se' 6.This design is furnished subject to the limitations set forth by7.DesignPlates shall be assumes adequate one odrainage is provided.and 'yfL h R'�� / JIJI HIII 1111111111 VIII Jilli lIII lIII TPI/WTCA in BCSI,copies of which will be furnished upon rquest. 8. nes coincide with joint center linefaces of truss, placed so their center rl MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For9. basic connectorsize oplf ate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 I • JP • °SPECIFICATIONS TRUSS SPAN 8'- 0.0" • x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX 1-2=(-2= FORCES 2W4/GDF/0q=1,00 x4 DF #1&BTR SPACED 24.0" O.C. 0) 126 2-4=(0) 0 2-3=(-165) 121 !RAL SUPPORT r_ 12"OC. UON. LOADING :RAL SUPPORT <= 12"0C. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA !GS: 24.0" 0.0" TOTAL LOAD = 42.0 PSFDL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0,0" -70/ 625V -59/ 198H 5.50" 1.00 DF ( 625) or plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 156V 0/ OH 5.50" 0.25 OF ( 625) 8,CNI8 (or no prefix) = CompuTrus, Inc 7'- 11.7" -97/ 217V 0/ OH 1.50" 0.35 DF ( 625) i,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. ICOND, 2: Design checked for net(-5 psf) uplift at 24 °oc soacing.I THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" 7-11-11 MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267° MAX TC PANEL LL DEFL = 0.414" @ 4'- 5.5" Allowed = 0.596" MAX TC PANEL TL DEFL = -0.432" @ 4'- 6.0" Allowed = 0.894' MAX HORIZ. LL DEFL = -0.002° @ 7'- 10.9" ') MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 8.00 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 Truss designed for wind loads in the plane of the truss only, v 0 co 0 ui t. o/- v o/_ o =�' 40,,,,M M-3x4 1 2-00 1PROVIDE FULL BEARING:Jts:2,4.31 8-00 NAME : 16406 CARBON DOVETAIL - J4 c,,Eo PR OFF Scale: 0.4667 \��� GINE s03, WARNINGS: GENERAL NOTES,unless otherwise noted: , / g 1� E .t 1 .Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 7h/ 1 p S s: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. / BY' MJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 6/18/2014 the overall structure is the responsibility of the building designer. continuousxImpactsheathing suchr las bracing cingoe sured where s ownor d ywa11�C). �',_ �/` • 4.In tmpto bol trus is thterel onsbi required the where shown++ _ 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. NS 5967482 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, - 'L!OREGON R <1/ NS I D: 401464 design loads be applied to any component. and are for"dry condition"of use. 4. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �O i y 1 4, 20� �.� fabrication,handling,shipment and installation of components, necessary. �� 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage istrus,provided. M`R R �..% Ili VIII IIII�I�I III 101 TPI/WTCA in BCSI,copies of which will be furnished upon request. 8.tines coinclates ide witl be h joint center lines.faces on both 9. of truss,and placed so their center Iu' I MiTek USA,Inc./CompuTrus Software 7.6.6 1 L-E Digits indicate size of plate in inches. ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 . JP SPECIFICATIONS TRUSS SPAN 9'- 11',7" ' X4 DF ff1&BTR RATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 x4 DF kt&BTR SPACED 24.0" O.C.LOAD DU1-2=( 0) 126 2-5=(0) 0 2-3=(-217) 201 :RAL SUPPORT <= 12"0C. UON. LOADING 3-4=(-123) 47 :RAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF IGS: 24.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -29/ 592V -73/ 235H 5.50" 0.95 DF ( 625) 7'- 9.2" 0/ 152V 0/ OH 5.50" 0.24 DF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.2" -203/ 488V 0/ OH 1.50" 0.63 DF ( 625) :or plate prefix designators: LIVE LOAD AT LOCATION S) SPECIFIED BY IBC 2012. 9'- 11.7' -92/ 24V 0/ OH 1.50' 0.04 DF ( 625) 18,CN18 (or no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 4 i,M18HS,M16 = MiTek MT series !COND. 2: Design Checked for net(-5 osf) uplift at 24 "oc soacing.l P VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036' @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0' Allowed = 0.267" MAX TC PANEL LL DEFL = 0.275" @ 3'- 10.7' Allowed = 0.598" 3 MAX TC PANEL TL DEFL = -0.240' @ 3'- 11.0" Allowed = 0.897° 12 MAX HORIZ. LL DEFL = -0.003" @ 7'- 11.2' 8.00 I MAX HORIZ. TL DEFL = -0.003' @ 7'- 11.2' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), .1- load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. f` o/-- oA-- 1 5** -� M-3x4 1 y y y l 2-00 8-00 1-11-11 !PROVIDE FULL BEARIN,Uts:2,5,3,4) NAME : 16406 CARBON DOVETAIL - J5 9Ec PROPe Scale: 0.4535 \C•3 ��GINE wo WARNINGS: GENERAL NOTES,unless otherwise noted: p/ r'; 1' ss: J51. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual (4.,' Q and Warnings before construction commences. budding component.Applicability of design parameters and proper ' p(' 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. BY: MJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Ater is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 6/18/2014 the overall structure is the responsibilityof the designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �,,_ ��` • building t9 3.2x Impact bridging or lateral bracing required where shown++ _, fr 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5967483 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, -9G•• ,,OREGON to NS I D: 401464 design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if /O -9), 14, 00� � fabrication,handling,shipment and installation of components. 7necessary, 0\>,.-1. 6.This design is furnished subject to the limitations set forth bye Design assumes adequate drainage is provided. �`R RIO- 6. I I,-�-• 11111 VIII IIIiI Niil sill IIII TPIM?CA in BCSI,copies of which will be furnished upon request. 8 Plates lines o coincide with joshall be int center lines.both s of truss,and placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6 1 L-E 9.Digits indicate size of plate in inches. ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:1 2/31/2015 JP SPECIFICATIONS TRUSS SPAN 11'• 11.8" IBC 2012 MAX MEMBER FORCES 4WR/GDf/Cq=1.00 x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 !x4 OF #1&BTR SPACED 24.0" O.C. 1-2=( 0) 126 2-5=(0) 0 2-3=(-276) 258 3-4=(-112) 48 :RAL SUPPORT <= 12'OC. UON. LOADING :RAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF - IGS: 24.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) or plate prefix designators: LL = 25 PSF Ground Snow P 0'- 0.0" -29/ 593V -86/ 272H 5.50" 0.95 DF ( 625) ( g) 7'- 9.2" 0/ 152V 0/ OH 5.50" 0.24 DF ( 625) 8,CN18 (or no prefix) = CompuTrus, Inc ),M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.2" -208/ 466V 0/ OH 1.50' 0.60 DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 11'- 11.8" 371 70V 0/ OH 1.50" 0.11 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 0 MAX LL DEFL = -0.036" @ -2'- 0.0' Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" MAX TO PANEL LL DEFL = 0.244" @ 4'- 5.8" Allowed = 0.598" MAX TC PANEL TL DEFL = -0.251' @ 3'- 11.0" Allowed = 0.897" MAX HORIZ. LL DEFL = -0.004" @ 11'- 11.0" MAX HORIZ. TL DEFL = -0.004" @ 11'- 11.0" 1P Design conforms to main windforce-resisting 8.00 3 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, '( (All load duration'factor=l. Cat.2, Exp.B, MWFRS(Dir), Truss designed for wind loads o in the plane of the truss only. v 0 co r•-, cf o 5 M-3x4 1 y y y ), 2-00 8-00 'PROVIDE FULL BEARING;Jts:2,5,3,4J 3-11-12 NAME : 16406 CARBON DOVETAIL AJ6 Scale: 0.3921 �G,��R GIN?-resS�O WARNINGS: GENERAL NOTES,unless otherwise noted: �V' / 5 2 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual /h/ s s: AJ 6 and Warnings before construction commences. building component.Applicability of design parameters and proper '7� E �f 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. BY: MJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,-400,,,7 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 41/A11111.continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). f, . 6/18/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ytr 5967484fasteners are complete and at no time should any loads greater than 5.Design assumes trusses areto be used in a non-corrosive environment, 4 OREGON NS ID: 401464 design loads be applied to any component. and are for"dry condition"of vee. G�Q"7 }' 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 1 4 '1°,0" 1° 0" fabrication,handling,shipment and installation of components. necessary. V 7.H NIII 6.This design is furnished subject to the limitations set forth b Design assumes adequate drainage is provided. 'SR RIII IIIIIIIINUII IIINI I(III r 8.Platesshall be locatedjoion bothterlines. of truss,and placed so their center TPIlWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 I JP ' SPECIFI TRUSS SPAN 2'- 0.0CATIONS 104 DF ✓E1&BTR !x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 SPACED 24.0" O.C. 1-2=( 0) 126 2-4=(0) 0 :RAL SUPPORT <= 12"0C. VON. 2.3=(-103) 24 :RAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+pl( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA IGS: 24.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -167/ 578V 18/ 87H 5.50" 0.93 DF ( 625) :or plate prefix designators) = Com 1'- 9.2" -128/ 66V 0/ OH 5.50" 0.11 DF ( 625) 8,CN18 (or no prefix) = CompuTrus, Inc ;,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -56/ 42V 0/ OH 1.50" 0.07 DF ( 625) REQUIREMENTLIMITED SOFGE SAPPLY NOT U OF IBC 2012 ANDIRC2012 NOT BEINGE TO THE MET. !COND. 2: Design checked for net(-5 inf.) uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TLMAX CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.2670" 1-11-11 MAX IC PANEL LL DEFL = 0.005" @ 1'- 0.8" Allowed = 0.114" T MAX TC PANEL TL DEFL = 0.005" @ 1'- 0.8" Allowed = 0.171" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 8.00 MAX HORIZ, TL DEFL = -0.000" @ 1'- 10.9° Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=15ft, TCDL=4.2,8CDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 Truss designed for wind loads in the plane of the truss only. 0 co 0 - r 0/ 0 EAIIIIIIIIIIIIIII cV wsnwil 4►' --- M-3x4 0/4/ ), y 2-00 2-00 !PROVIDE FULL BEARING;Uts:2,4,31 NAME : 16406 CARBON DOVETAIL - SJ1 ti,R„Ec) PR OFFS Scale: 0.6e79 ��5 GINE 9 S'jO WARNINGS: GENERAL NOTES,unless otherwise noted: �� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component.Applicability of design parameters and proper !�� E 9� S S' SJ 1 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. BY: MJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at j is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 6/18/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood aired where sheathing(TC)and/or drywall(BC). _ ��_ 4.No load should be applied to any component until after all bracing and 4. Installation2x act boftrruss ois thr fe responsieral bility of the respective e contractor. 5967485 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, NS I D' 401464 design loads be applied to any component, and are for"dry condition"of use. may/ 47, OREGON�� �l� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if I Q 14, (� fabrication,handling,shipment and installation of components. necessary. A ryry 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. MLS �`- IIIII VIII VIII VIII Mill IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. 8 mets coincide with joint on center both hllnea s of truss,and placed so their center p R,1�L II II MiTek USA,Inc./CompuTfus Software 7.6.6(10-E 9•Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 JP ' • SPECIFICATIONS TRUSS SPAN 3'- 11,7" x4 DF H1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 CUM SPACED 24.0" O.C. 1-2=( 0) 126 2.4=(0) 0 x4 OF 2-3=(-95) 53 !RAL SUPPORT <= 12"OC. UON. LOADING :RAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA IGS: 24.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -143/ 578V -32/ 124H 5.50" 0.93 DF ( 625) :or plate prefix designators: LL = 25 PSF Ground Snow P 1'- 9.2" -124/ 62V 0/ OH 5.50" 0.10 DF ( 625) 8,C 18 (or no prefix = CompuTrus, Inc ( g) 3'- 11.7" -44/ 94V 0/ OH 1.50" 0.15 DF ( 625) ;,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY MAX EP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" 8.00 MAX Ti CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0,267" MAX IC PANEL LL DEFL = 0.007" @ 1'- 5.0" Allowed = 0.275" 0 MAX TO PANEL IL DEFL = 0.007" @ 1'- 5.0' Allowed = 0.413" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. sr Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 o Truss designed for wind loads in the plane of the truss only. o/- oairt o` -/ 4 M-3x4 1 y y y y 2-00 2-00 1-11-11 [PROVIDE FULL AKIN ; as 4 1 NAME : 16406 CARBON DOVETAIL - SJ2 Q, D PR OFF Scale: 0.6913 \��� GINE `riS'j� WARNINGS: �� ' . GENERAL NOTES, unless otherwise noted: n SJ2 n 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ,T S S: SJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper �� E -S<, 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. / BY MJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'a.c.and at 10'o.c.respectively unless braced throughout their length by 6/18/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ��_ R Y 9 3.2x Impact bridging or lateral bracing required where shown++ "l CC 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5967486 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, OREGON NS I D• 401464 design loads be applied to any component. and are for"dry condition"of use. G/ �! 1� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q }' 1 4 2.0125' t�,,, fabrication,handling,shipment and installation of components. necessary. V` 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. MFR RILL' 1111111III VIII VIII VIII HIII III r 8-Platesemail be with jointn on both inees of truss,and placed so their center II'� TPI/WTCA in BCS[,copies of which will be furnished upon request. lines coincide with center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 ' JP • SPECIFICATIONS TRUSS SPAN 5'- 11.7" ' x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 x4 DF #1&BTR SPACED 24.0" 0.C. 2-3=( 0) 179 2-4=(0) 0 2-3=(-130) 79 :RAL SUPPORT <= 12"OC. UON. LOADING iRAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA lGS: 24.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -112/ 569V -45/ 161H 5.50" 0.91 DF ( 625) or plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 9.2" -51/ 154V 0/ OH 5.50" 0.25 DF ( 625) 18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.7" -71/ 143V 0/ OH 1.50" 0.23 DF ( 625) i,M18HS,N16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD, TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. , MAX LL DEFL = -0.046" P -2'- 0.0" Allowed = 0.200" 1 MAX TL CREEP DEFL = -0.046" 9 -2'- 0.0" Allowed = 0.267° MAX BC PANEL LL DEFL = 0.004" @ 1'- 0.1" Allowed = 0.054" 8.00 # MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 o Truss designed for wind {oads in the plane of the truss only. ntI- 0/- , 4.1 -/ a 110- 111M-3x4 1 ), y y y 2-00 2-00 3-11-11 (PROVIDE F B AKIN • t 4 ) NAME : 16406 CARBON DOVETAIL - SJ3 p,EO PROFF Scale: 0.6094 < GINE ,s�O WARNINGS: GENERAL NOTES,unless otherwise noted: f 2 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual S S: SJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper E ��' 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. / BY MJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by . 6/18/2014 the overall structure is the responsibility of the buildingdesigner. 2xcoImpact sheathing r suchr l bracing sheathing(TC)red where s ownor d ywall(BCj. f,- �I� • 9 3. Installation truss is thterelponsibiity of the wheetive contractor. , 5967487 4.No load should be applied to any component until after all bracing and 4. Installation of is the responsibility of the respective contractor. NSfasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �� OREGON I D: 401464 design loads be applied to any component. and are for"dry condition"of use. '1 �� �� 5.CompuTrus has no control aver and assumes no responsibility for the 6. Design assumes fug bearing at all supports shown.Shim or wedge if Q " 1.+ Zp fabrication,handling,shipment and installation of components. necessary. C+ �1?.., 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. 4.4 R R I L� `- (III VIII VIII VIII VIII VIII(III(III TPI/VVTCA in BCSI,copies of which will be furnished upon request. 8 lies coincide with joall be indcenter ilines.s of truss,and placed so their center (u� MiTek USA,Inc./CompuTrus Software 7.6.6 1 L-E 9. Digits indicate size of plate in inches. ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:1 2/31/2015 1 • . • JP SPECIFICATIONS 24-01-10 HIP SETBACK 8-00-00 FROM END WALL ' x4 OF #1&BTR IBC 2012 MAX MEMBER FORCES 4WR/GDF/C -1.00 x6 DF SS LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 126 2- 9=(-700) 2786 3- 9=(-113) 220 !x4 DF STAND LOADING 2- 3=(-3529) 933 9.10=(-974) 3231 9- 4=( -36) 864 LL = 25 PSF Ground Snow (Pg) 3- 4=(-3417) 956 10- 8=(-742) 2791 9- 5=(-641) 430 ERAL SUPPORT <= 12°OC. UON. TC UNIF LL 50.0)+oL 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 4- 5=(-2818) 835 5-10= -623) 424 :RAL SUPPORT <= 12"OC. UON. TC UNIF LL( 125.0 )+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 16'- 1.6" V 6- 7=(.3419) 975 0-17= -51)4 216 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 16'- 1.6' TO 24'- 1.6" V 6- 7=( 3419) 973 10- 7=€-124) 216 BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0° TO 24'- 1.6" V !x4 BRACING AT 24"OC UON. FOR 7- 8=(-3533) 966 tT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA IC CONC LL( 466.7)+0L( 130.7)= 597.3 LBS @ 16'- 1.6" LOCATIONS REACTIONS REACTIONS SIZE 50.IN. (SPECIES) 10S: 24.0' 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -598/ 2606V -114/ 125H 5.50" 4.17 DF ( 625) :or plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 24'- i.6° -518/ 2363V 0/ OH 5.50" 3.78 DF ( 625) IB,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Des'g0 checked for net(-5 psf) uplift at 24 "oc spacing.) ),M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0' Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267' MAX LL DEFL = -0.092" @ 16'- 1.6' Allowed = 1.161" MAX TL CREEP DEFL = -0.208° @ 12'- 0.8" Allowed = 1.548' MAX HORIZ. LL DEFL = 0.033" @ 23'- 8.1" MAX HORIZ. TL DEFL = 0.053" @ 23'- 8.1" Design conforms to main windforce-resisting system and components and cladding criteria. 7-11-11 8-02-04 7-11-11 Wind: 140 mph; h=15ft, TCDL=4.2,8CDL=6.0, ASCE 7-10, T f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), =14-00-14 3-08-08 4-03-07 4-03-07 3-08-08 4-00-14 Trrussduration designedfforowind6loads f T '4597.30# 12 597.30# 12 ( in the plane of the truss only. 8.00 V M-7x8 M-7x8 M-3x45 \18.00 1440 ISO MN M 1.5x3 M-1.5x3 3 .t 1 M•3X10 9 0.25" 10 6 0 M-7x8(S) M-3x8 M-3x10 0 y 7-07-10 y 8-10-06 y 7-07-10 y y y 2-00 24-01-10 y NAME : 16406 CARBON DOVETAIL - BH1 p;EDPROpe -- -- Scale: 0.2603 \��� GINE'r sSjO WARNINGS: GENERAL NOTES, unless otherwise noted: o/ /!, 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �� S S: BH 1 and Warnings before construction commences, building component.Applicability of design parameters and proper �� 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,44111"/ BY: MJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'e.c,and at 10'o.c.respectively unless braced throughout their length by 6/18/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). �',- �� p ty 9 3.2x Impact bridging or lateral bracing where shown++ -4 4.No toad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5967488 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, A-OREGON 0 NS I D: 401464 design loads be applied to any component. and are for"dry condaiun"of use. G� '+7� - 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 1' 1 4 20 "�' fabrication,handling,shipment and installation of components. necessary. L �Q, 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage istruss,provided, �`R R I L` f plate in inches. 'III IIID VIII VIII III Ill 11111 TPIIWrCA in BCSI,copies of which will be furnished upon request. 8 Ines coinclates ide witl be located joint center lines s of and placed so their center I' MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For9. basic its �connectorcate size opla plate design values see ESR-1311,ESR-1988(MiTek) I EXPIRES:12/31/2015 . ' JP - " SPECIFICATIONS !x4 DF k1&BTR TRUSS SPAN 24'- 1.6" IBC 2012 MAX MEMBER FORCES 4WR/GDF/C 1 00 !x4 DF q1&BTR LOAD DURATION INCREASE = 1.15 1- 2.) 0) 126 2-11=(-336) 1080 3-11=(-136) 134 !x4 OF STAND SPACED 24.0" D.C. 2- 3=(-1417) 488 11-12=(-326) 1128 11- 4=( -87) 410 LOADING 3- 4=(-1243) 467 12-10=(-337) 1084 11- 6=(-242) 183 :RAL SUPPORT <= 12°0C. UON, LL( 25,0)+DL( 7,0) ON TOP CHORD = 32,0 PSF 4. 5=( 0) 0 6-12=(•225) 168 :AAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 4- 6=( -981) 425 8-12=(-107) 412 6- TOTAL LOAD = 42.0 PSF 7-• 8=( -981) 415 12- 9=(-147) 147 8=( 0) 0 !x4 BRACING AT 24"OC UON, FOR LL = 25 PSF Ground Snow (Pg) 8- 9=(-1245) 464 aTOP CHORD AREAS NOT SHEATHED 9.10=(-1420) 488 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IGS: 24,0" 0.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) or plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -221/ 1257V -114/ 126H 5.50" 2.01 DF ( 625) 8,CN18 (or no prefix) = CompuTrus, Inc 24'- 1,6" -141/ 1013V 0/ OH 5.50" 1.62 DF ( 625) ;,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.039" @ 12'- 0.8' Allowed = 1.161" MAX TL CREEP DEFL = -0.091' @ 12'- 0.8" Allowed = 1.548" MAX HORIZ. LL DEFL = 0.020" @ 23'- 8.1" 9-11-11 4-02-04 9-11-11 MAX HORIZ. TL DEFL = 0.032" @ 23'- 8.1" 1" 4-00-14 3-08-07 2-02-05 2-01-02 2-01-02 2-02-05 3-08-08 4-00-14 Design conforms to � T T T T T '( Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8-00 8-00 load duration factor=l.6, Truss 12 5 7 designed 8.00 V 12 M-4x6 M-4x6 ` 18,00 M-3x4 6 M-1.5x3 M-1.5x3 i o > r o 111 atiR R i 4 1 M-5x8(S)M-3x4 0.25" M-3x8 1D 0 M 3x4 y y y 1, 7-07-10 8-10-06 7-07-10 y y 2-00 24-01-10 y NAME : 16406 CARBON DOVETAIL - BH2 90 PR OFF Scale: 0.2350 <� GINE ss'/ O WARNINGS: GENERAL NOTES, unless otherwise noted: 4 1�/ 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 'CU ss: BH2and Warnings before construction commences. building component.Applicability of design parameters and proper '�� E �� 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 4111PI / BY: MJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 6/18/2014 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)andlor drywall((BC). /;- 4_ 9 3.2x Impact bridging or lateral bracing required where shown++ . 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. �+ 5967489 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, -yL ,�OREGON NS I D' 401464 design loads be applied to any component. and are for"dry Condition"of use. 9 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if O }' 14 2°Av..-1- 'e..�- fabrication,handling,shipment and installation of components. necessary. L V`_ 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. �`R R I L� ilill VIII II11VIII III1I VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. 8 line1s co ncide wdh es shall be joint ceter tines. of truss,and pieced so their center MiTek USA,Inc./CompuTrus Software 7.6.6 1 L-E 9. Digits indicate size of plate in inches. ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015