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Plans (52) A4. STa,e/G .-04/41 _3 12/S3 5/._, Air,,>-l�yz . � ® CONFORMS TO DESIGN CONCEPT 4,-0 ❑ CONFORMS TO DESIGN CONCEPT WITH �0 REVISIONS AS SHOWN FEB 0 3 2016 I. I I 0 NON-CONFORMING-REVISE AND RESUBMIT _.... _. "+ THIS SHOP DRAWING;LIS BEEN REVIESEB FOR GENERAL CONFO+i4&_ CITY OF I('A9ii L) WITH THE DESOON LONCEFT ONLY Aldi DOES HST RELIEVE THE NG ps f"•T"'4 FABRICA ORI.E.OP OF RESPONSIBILITY FOR CONFC-THAN:E*IN TIE -_.. _. N€,',,`j S�t w,' N �^ DESNA 06000$AND SPECIFICATIONS AL OF 4HICH HAYE FRIDR:TY Z DYER THIS SHOP DRAWING. is8 y: Arnold R.Soloson Data:January 26,2015 T ENGINEERING INC :1. bo ,,,L.,-... u pt L25 61111 itp' — � o.�_a0a1, v �7a1, 2 8 W r 3 vSa12 3 Te _ - sax3 1� /NMI a d Wj 0 _ W W Z Z pS O 0 Q : OWW Z VOOG4Q E an O o LL 0 O D cc NGC 5 d N Z F !— <-Woo. d a* C2 111 �vv)i 0 =c`ceil" m .. ce ceO 0 •' �<� m W I 12.12 Z Zira z oy'Nf _r I .... LI 9 iTs aWo.'o — (� O OCG Z oo< , El El XVI i js at 6) 07 KI J2 ISL Js , k-16110 J6 (Z) .144 J10 'Mir//,00 f �I ,� a irmr//. ��/� ■aI ,2 Ja I■/ A w f From J, _ I■ ,.Ih�II��,ani►_.�P. ,. carriiiiiim Trgg . 1 aaaaa�_:aaaaaa.aaaaaa■as q aw 1i ! . 4- ay a ►�■ti I ENTRY RIGHT CANTO' [z-6.� 1r�,rr •r0� 9' .611? . . 16.-6 1/21 • ®Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 01/26/15 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND PROJECT TITLE ENGINEERED STRUCTURAL to`., REVISION-1: DRAWINGS FOR ALL FURTHER 7-D NH KD Z-PORCH INFORMATION.BUILDING OSIBLEF DESIGNER/ENGINEER OF RECORD Pa 1.-t,,• PLAN: DRAWN BY: REVISION-2: p TRUS4 CANNECTIONS BUILDING bbb 7 / CHECKED BY: DESIGNER/ENGINEER OF RECORD TO °'' COMPANY REVIEW AND APPROVE OF ALL Q TRUSS . DELIVERY LOCATION: SCALE REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. •' �, 0.11"-1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. n 1 26'-O ® CONFORMS TO DESIGN CONCEPT I 2247 I- 4'41 1 ❑ CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN ❑ NON-CONFORMING-REVISE AND RESUBMIT THIS SHOP ORAWING NAS BEEN REVIEWED FOR GENERAL CONFORERICE 7 WITH THE DESIGN CONCEPT ONLY AHD DOES NOT RELIEVE THE FABRICATO'r.1VERDOR OF RESPONSIBILITY FOR CONFOR'WCE WITH THE t O:LGN DRAWINGS ARD SPECIFICATIONS ALL OF YHIFH RAVE PRIORITY ii.. Ili'R TdIS SHOP CRANING. NQ -. N By Arnold R.Solomon Cate:January 26,2015 :1 .- CT ENGINEERING INC CR W. 6 4. 6 UIE=w 2F-04 E2�=x to Y Al sJ1 oz= ^ L- y 1 ,.I m2 UU ' rsi y { III 66.. AU .W _.< v I- _ C: w Ow W W now ::i6:23° u.1.:3 G r ► L. O U U tv �� F, Z Z _1 000j ar �y 0 O W BzLL V Q V2 Z Z Ba a L7 LD I Jm$z._ F— \ y w w0 Z �62s1g�s 5 [� 0 O F E --YE-0 YE-0 Z O OZ 0 = 04o.62 ,a i.i cZ Z `UK f°Q C 3 (5) 12.12 • .- 1 '405` 0'.2- o �=L;dx m Z Z D. — O O W O p004U,'O N. ( I;12 co i V Li Z y en. -7--h e'� Z El ❑ Pg4�d m s J1 W 12:1: J2 . J3 JI (5) 0 J4 0J5 aP14 0 J5 N v. 4 , 12:12•n • pr.r---rroov rmor ,..m...... •�y_Ni r A J10 A ///.;iii J , Ar 10,, it 1ii_�/ J8 r � TIME �/� 1r,f;,'� frIjU w1 �. _. 1•: ,, � � � � I -0' 1 1Y-5 1/2' i7.61 11'-811x" iTOI war 18'41/Y ®Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE ABOVE PLAN PROVIDED FOR TRUSS POLYGON AlNPLACEMENT ONLY.REFER TO 01/26/15 TRUSS CALCULATIONS AND ENGINEERED STRUCTURALS i .._... ,. ._. PROJECT TIRE: REVISION-I: DRAWINGS FOR ALL FURTHER 4. INFORMATION.BUILDING t 7-D NH KD Z-PORCH DESIGNERIENGINEEROFRECORD iI{,'�1f' �'` RESPONSIBLE OR ALL BUILDING" PLAN: DRAWN BY: REVISION-2 TO TRUSS CONNECTIONS. DESIGNER/ENGINEER OF RECORD TOIEW AND APPROVE OF ALL • �.0 M P.A N Y DENS PRIOR 7 / CHECKED BY: S GO CONSTRUCTION. :84TRUSS. . DELIVERY LOCATION: SCALE REVISION-3: 0.11"-1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES,unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown.Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate In inches. 10. For basic connector plate design,values see ESR-1311, ESR-1988(MiTek). ,., 1 ,i,i;; 90. , 4::: 4 i 1 /., t .44_ hi `247+, \Irkir, GLy'9s�' �,C) b1Siri6° '41 e- (0/111/.; t ,pl, F 613D11�s IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 24.08-08 MONO HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 80 2- 8=(-730) 1837 3- 8=( -170) 250 2x6 KDDF 111&BTR T2 2- 3=(-2843) 871 8- 9=058) 2138 8- 4=( -65) 768 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-2678) 900 9-10=(-642) 1513 8. 5=( -474) 371 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-1856) 693 5- 9=( -657) 465 2x4 KDDF STUD A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO B . 0.0' V 5- 6=(-1911) 736 9- 6=( -161) 1156 TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0' TO 24'• 8.5' V 6- 7=( -126) 150 6-10=(-2571) 1014 TC LATERAL SUPPORT <= 12'OC. MON. BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0' TO 24'• 8.5' V 10- 7=( -394) 273 BC LATERAL SUPPORT <= 12'OC. MON. TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'• 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO IN. (SPECIES) NOTE: 2x4 BRACING AT 24'OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0' .647/ 2486V -175/ 306H 5.50' 3.98 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 24'- 8.5' -984/ 2651V 0/ OH 5.50' 4.24 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND, 2: Desion checked for net(-5 psf) uplift at 24 'oc spacin0.) OVERHANGS: 12.0' 0.0' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TL CREEP DEFL = -0.003' @ -1'. 0.0' Allowed = 0.133' M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = -0.059' @ 13'- 3.8' Allowed = 1.190' MAX TL CREEP DEFL = -0.118' @ 13'- 3.8' Allowed = 1.586' ** For hanger specs. • See approved plans MAX HORIZ. LL DEFL = .0.023' @ 24'- 5.0' MAX HORIZ. TL DEFL = 0.035' @ 24'• 5.0' 7-11-11 16-08-13 f f 1' NOTE: Design assumes moisture content does 3-11-08 4-00-03 5-04-02 5-06-09 5-10-01 not to exceed 19% at time of manufacture. .597.30# ' Design conforms to main windforce-resisting 12 system and components and cladding criteria. M-4x6 =M-6x6 =M-6x6 M-3x6 12,00 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, " (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �0 MB I load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 0 0 0 co t7 cs L;) .,T S� t ' M-3x6 M-3x8 0.25° 9 M-4x610** M-7x8(S) y * y * 7-07-08 8-05-10 8-07-06 * i, * 1-00 24-08-08 ��ED P R op, JOB NAME: 7-D POLYGON 7-D NH - Al Seale: D.2399 �5 GI" /��J,pr %�1•- WARNINGS: GENERAL NOTES,unless otherwise noted: -�C' • /' /f l 'v9 I, 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 -1k' =92 0•P E f Truss: A 1end Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component Is the responslbilly of the building designer. , 3.Additional temporary bradng to insure stabiaty during construction 2.Design assumes the top end bottom chords to be laterally braced at '�R. DES. BY: MJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and et 10'o.c,respectively unless braced throughout their le th by �rdan . po ty continuous sheathing sudr as plywood sheathing(TC)and/or drywalC). DATE: 9/15/2014 the overall structure is the responsibility of the building designer. 3.2x impact bridging or lateral bradng required where shown++ OREGON iCC 4.No load should be applied to any component until after all bradng and 4.Installation of truss Is the responsibility of the respective contractor. 7` ilk SEQ. : 6 060779 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, `L � A. design loads be applied to any component. and are for"dry condition'of use. �O Y 1 4 TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the 8'Decease assumes full bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and installation of components. 7. y. Design assumes adequate drainage is provided. 'R R ti.1- 6.This design Is famished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII II II VIII VIII III I IIII VIII IIII IIII TPIMTCA in BCSI,copies of which will furnished upon request. 9.Digits Indicate sizewith)of plate inoint rinches + MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(liTep EXPIRES:12/31/2015 (Illi This design prepared from computer input by PACIFIC LUMBER-BC C .cH SPECIFICATIONS TRUSS SPAN 24'- 8.5' IBC 2012 MAX MEMBER FORCES 4WR/DDF/C -1 00 : 2x4 KDDF H188TA; rLOAD DURATION INCREASE = 1.15 1- 2= 05 ' + 5. 2x6 KDDF g188TR T2 SPACED 24.0' O.C. (-1218) 370 1- 8=(-565) 881 2- 8=( -205) 200 BC: 2x6 KDDF #1&BTR 2- 3=(-1086) 404 8- 9=(-423) 891 8- 3=( -105) 453 WEBS: 2x4 KDDF STAND; 3- 4=( 0) 0 9.10=(•300) 639 5=( • •289) 90 2x4 KDDF STUD A LOADING 3. 5=( -736) 331 5. 9=( -228) 238 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -789) 324 9- 6=( -118) 556 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -127) 149 6.10=(-1049) 376 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 10- 7=( -157) 90 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BflACING AT 24'OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 24'- 8.5' -1791 1078V 1fi0/52 OH 55.50' 1.67 KDOF.50' 1.72 KDDF 1H ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ** For hanger specs. - See approved plans 'GOND. 2: Design checked for net(-5 nsf) uplift at 24 'oc spacing.' Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = -0.026' @ 13'• 3.8' Allowed = 1.190' M,M2OHS,M18HS,M16 = MiTek MT series MAX TL CREEP DEFL = -0.049' @ 13'• 3.8' Allowed = 1.586' MAX HORIZ. LL DEFL = -0.011' @ 24'- 5.0" 9-11-11 14-08-13 MAX HORIZ. TL DEFL = 0,016' @ 24'• 5,0' 3-11-08 3-09-12 �2-02-07� 3-04-02 5-06-09 5-10-01 NOTE: Design assumes moisture content does T 1' not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting 8-00 system and components and cladding criteria. T T 12 • Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), 12.00 load duration factor=l.6, 7 Truss designed for wind loads M-4x6 in the plane of the truss only. M-3x4 M-3x4 M-1.5x3 I1I1L 1/11114111111111111 M-1.5x3 , pir ..coe 1.. **C M-3x4 M-3x8 0.25"9 M-3x410 M-7x8(S) y y y 7-07-08 8-05-10y 1. 8-07-06 1. 24-08-08 JOB NAME: 7-D POLYGON 7-D NH - A2 Scale: 0.2111 `GJ,4\'' PprN �Fp��ss/0 WARNINGS: GENERAL NOTES,unless sthenvlse noted: -..kr Irr��l✓11 1 2-q 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual >92.O P E 1"-- Truss: A2 end 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. 3.Additional temporary bracing to Insure stablity during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. B Y: MJ 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 `r p�y ��•. DATE: 9/15/2014 the overall structure is the responsibility of the building designer. continuous sheathing such as waned sheathing(TC)d and/or drywallisc. g 0 3.Zr impact bridging or lateral bracing required where shown++ -10 CC 4.No load should be appied to any component until ever a6 bracing and 4.Installation of truss is the responsibility of the respective contractor. 'y OREGON (v SEQ. : 6060780 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/ - 97 2ooa�� TRANS I D• 408182 design loads be applied to any component. end 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 14 fabrication,handling,shipment and Installation of components. necessary. V 6.This design Is furnished subject to the irritations set forth 7.Design assumes adequate drainage Is provided. '��R R I LA- 1 11 11 1101 1101 111 1 11111111111111 III TPI/WICA inBCSI,copies of which kill be furnished upon quest. B.tines coincide with joint crontetr Onese of truss,and placed so their center MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 90.Forrits basic connecate ctoe r plate desigin n values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N168TR LOAD DURATION INCREASE = 1.15 1- 2=(•1224) 488 1- 7=(-289) 938 7. 2=( 0) 277 5.100(0) 279 SPACED 24.0' O.C. 2- 3=( -871) 603 7- 8=(•289) 936 2- 8=(-476) 334 BC: 2x4 KDDF S1ANDR 3- 4=( .589) 509 8- 9=( -57) 600 8- 3=(-340) 392 WEBS: 2x4 WOOF STAND LOADING 4- 5=( •874) 604 9.10=(•216) 789 8- 4=(•189) 177 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1224) 489 10- 6=(-215) 791 4- 9=(-197) 401 BC LATERAL SUPPORT <o 12'0C. MON. DL ON BOTTOM CHORD = 10.0 PSF 9- 5=(-480) 337 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED0'- 0.0' •162/ 1038V -302/ 302H 5.50' 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 24'- 8.5' •162/ 1038V 0/ OH 5.50' 1.66 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. Connector plate prefix designators: THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psi) uplift at 24 'oc spacing.' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = I32' @ L/21.8' Allowed = 1.190' ** For hanger specs. • See approved plans 11-11-11 0-0 9-02 2 11-11-11 MAX TL CREEP DEFL = -0.055' @ 13'- 1.8' Allowed = 1.586' 6-02-08 5-09-03 0-10-09 5-07-12 6-02-08 MAX HORIZ. LL DEFL = 0.017' @ 24'- 3.0' MAX HORIZ, TL DEFL = 0.026' @ 24'- 3.0' 12 12 NOTE: Design assumes moisture content does M-4x6 M-5x6 \12 00 not to exceed 19% at time of manufacture. 12.00 7 �,�_�� Design conforms to main windforce•resisting 4111 ,M-3x4 system and components and cladding criteria. Wind: 140 mph, h=25.2ft, 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. M-3x4 th th O 0 0 i_ i e8 10 6.. c o *4M-3x4 M-1.5x3 80.25" M-1.5x3 M-3x4 0 M-5x8(5) M-3x4 y y J• )' J. J 6-00-12 5-07-12 1-05-04 5-06 6-00-12 y ; 24-08-08 ��00 PRQ/ � JOB NAME: 7-D POLYGON 7-D NH - A3 Scale: 0,2110 � GINS >O. 44 11 X115117 - WARNINGS: GENERAL NOTES,unless otherwise noted: .4t. ^92 s OP E t1 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 Truss: A3 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibllty of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at -I-c mpo 2'o.c.and at 10'o.c.respectively unless braced throughout their len th by teal. DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �Q" DATE: 9/15/2014 the overall structure is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown++ 17L OREGON w/ 4.Na load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. >k SEQ. : 6060781 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, ,� design toads be applied to any component. and are for"dry condition'of use. 2� tA�� TRANS I D: 408182 5.CompuTrus has se control over and assumes no responsibility for the H.eesigna assumes Nil bearing at all supports shown.Shim or wedge It Q 1 4'1 ..5 fabrication,handling,shipment end Installation of components. ry• ''R R yt•-� p7.Design assumes adequate drainage is provided. e.This design is famished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center CA in I,copies of ch vAll be furnished n ndde with joint center Ones. 1111111111111 VII HMI ail II II III IIII MiTek USA,inc.//CompUTfuo iSoftware 7.6.6(1 L))-E request. O.Forr9. its belines s�cannectorcate size of platete In inches. des design values see ESR-1311,ESR-1988(MITek) + .EXPIRES:12/31!2015 1111 11 This design prepared from computer input by PACIFIC LUMBER-BC I LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5' LOAD DURATION INCREASE a 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 1- 2=(-1185) TC: 2x4 KW g1&BTA 414 1- 9=(•347) 821 2- 9=(•273) 253 7.14=(•1323) 435 BC: 2x4 KDOF H1$BTR SPACED 24.0' O.C. 2- 3=( -981) 465 9.10=( -5) 16 9- 3=( -68) 342 14- 8=( .114) 68 WEBS: 2x4 HOOF STAND 3- 4=( 0) 0 10-12=( 0) 0 9.11=(•179) 642 LOADING 3. 6=( -633) 404 11.13=(-350) 957 3.11=(-101) 112 I TC LATERAL SUPPORT <a 12'OC. UON, LL( 25.0)401( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 13-14=(•346) 963 6-11=( -13) 316 BC LATERAL SUPPORT <= 12'OC. UON, DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(•1029) 415 10-11=( 0) 52 TOTAL LOAD = 42.0 PSF 7. 8=( -48) 56 11. 7=(-380) 185 NOTE: 2x4 BRACING AT 24'0C UON. FOR LL = 25 PSF Ground Snow (Pg) 7-13=( 0) 257 ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) "• For hanger specs. - See approvedplans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0' -228/ 1045V -234/ 282H 5.50' 1.67 HOOF ( 625) 9 P pP THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 24'- 8.5' -220/ 1031V 0/ OH 5.50' 1.65 HOOF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 'COND. 2: Design checked for net1.5 asfl uplift at 24 'oc spacing.) M,M2OHS,M18HS,M16 = MiTek MT series 0-09-02 i ( VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 11 11-11 0-�9 2 8-06-11 3-05 MAX LL DEFL = 0.038' @ 14'• 8.5' Allowed = 1.190' MAX TL CREEP DEFL = •0,058' @ 14'- 8.5' Allowed . 1.586' 5-00-12 4-09-08 2-01-07 2-01-07 6-08-12 3-01-08 MAX HORIZ. LL DEFL = -0.016' @ 24'• 5.0' T f . . . T f T MAX HORIZ, TL DEFL = 0.025' @ 24'- 5.0' 10-00 NOTE: Design assumes moisture content does T 4 not to exceed 19% at time of manufacture. 12 M-5x8 12 Design conforms to main windforce-resisting 12.00 7 M-4x6 N12.00 system and components and cladding criteria. �,� �' Wind: 140 mph, h=25.2ft, 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. M-1.5x3 M-5x10 M-1 5x3 -- c:, CJ m ' 0 '_!n; -- II .4 ->, m 0 N. M-1.5x31 '"14 0 1M-3x4 M 3x8 M-1�5x32 c M-3x4 M-5x8 J' J, J, , J. y J, 9-08-08 5-03-08 111-08 5-03-12 3-03-04 , J, 15-01-12 y y 9-06-12 y J, 16-01-08 0-11-12 8-07 y 24-08-08 JOB NAME: 7-D POLYGON 7-D NH - A3V Scale: 0.1819 �5,s`<'��GPN rypF��eso WARNINGS: GENERAL NOTES,unless othenvise noted: �� /�'"/' ` �'9' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for an Individual ^111r�0 PE r Truss: A3V 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. 3.Additional temporary bracing to Insure stability during construction 2.2's.c. at 1 'the top end bottom chords to be laterallyo braced at - DES. BY: MJ 2'c.c.and at 10'o.c.such ativ ly unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheatNng(rC)end/or drywaa(BC). / -' DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or Lateral bracing required where shown.. e Q 4.No load should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. OREGON SEQ. : 6060782 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 Z N� A, design loads be applied to any component and are for"dry condition'of use. 9G/ "'9 p TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes Ng bearing at all supports shown.Shim or wedge II Q 14 �P fabrication,handling,shipment and Installation of components. necessary. 4. MFR R I L 7.Plates assumes sated ne draboth face Isprovided.truss,a 6.This design Is furnished subject to the Imitations set forth by B.Plates shall be located on both tacos of truss,end placed so their center Pnes coincide with joint center Ines. III II II I Ilill III I III I VIII III I IIII IIII MTe SAINVTCA nInCBI,copies of/CompuTfus which SOfhvare 7.6.6(1 L)E request. 10.Digits conn size 01latetdesigninches. values see ESR-1311,ESR-1988(Wok) EXPI RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF R16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1185) 327 1- 7=(-307) 816 2. 7=(•281) 264 9- 5=( -379) 196 BC: 2x4 KDDF N16BTR SPACED 24.0' O.C. 2- 3=( •981) 378 7- 8=( -3) 16 7. 3=( -83) 343 5-11=( 0) 257 WEBS: 2x4 KDDF STAND 3- 4=( •633) 341 8-10=( 0) 0 7- 9=(-124) 637 5-12=(-1323) 341 LOADING 4- 5=(-1029) 321 9-11=(-282) 957 3- 9=( •88) 98 12- 6=( •114) 68 IC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=( -48) 56 11.12=(-278) 963 4- 9=( -25) 316 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 8- 9=( 0) 52 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ 8RG REQUIRED BAG AREA NOTE: 2x4 BRACING AT 24.00 UON. FOR LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0' -151/ 1045V -233/ 281H 5.50' 1.67 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 24'• 8.5' -144/ 1031V 0/ OH 5.50' 1.65 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. ** For hanger specs. • See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psi') uplift at 24 'oc spacing.' Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CNI8 (or no prefix) = CompuTrus, Inc MAX LL DEFL = -0.031' @ 14'- 8.5' Allowed = 1.190' M,M20HS,M18HS,M16 = MiTek MT series MAX TL CREEP DEFL = -0.058' @ 14'• 8.5' Allowed = 1.586' 9-11-11 4-09-02 6-06-11 3-05 MAX HORIZ. LL DEFL = 0.015' @ 24'- 5.0' T f T f - MAX HORIZ. TL DEFL = 0.025' @ 24'- 5.0' 5-00-12 4-10-15 4-09-02 6-10-03 3-01-08 NOTE: Design assumes moisture content does not to exceed 194 at time of manufacture. 12 M-5x6 M-4x6 12 Design conforms to main windfarce•resisting 12.007 \12.00 system and components and cladding criteria. e„..-....\ Wind: 140 mph, h=24,2ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. A' 5x10 M-1.5x3^ O 01�9 - J r• c `,m 7'- 8 la 18 M-1115x3 M-3x412 o M-3x4 M-3x8 M-1.5x3 0 M-5x8 * * b * * J. 9-08-08 5-03-08 1-01-08 5-03-12 3-03-04 * * * * 15-01-12 y y 9-06-12 * 16-01-08 0-11-12 8-07 * * 24-08-08 ��5) PRpF�� JOB NAME: 7-D POLYGON 7-D NH - A4 Scale: 0.2028 \�� 31N6 sio WARNINGS: GENERAL NOTES,unless otherwise noted: �� "/it/ 2� 1.Builder and erection contractor should be advised deli General Notes 1.This design is based only upon the parameters shown end Is for an Individual 4' ;92!OPE E { Truss: A4 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.204 compression web bracing must be Installed where shown+, incorporation of component Is the responsibMty of the building designer. .'"'.41,0"., 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ®� DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of continuous sheath such asplywood sheathing(TC)and/or d /'�'!0'-' Q DATE: 9/15/2014 so mrag ec). the overall structure Is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ n 4.No load should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. '7 A_OREGON- SEQ. : 6060783 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, , , Oda design loads be applied to any component. and are for'dry condition"of use. O y 1 4 Z. A^�• TRANS I D: 408182 5.CompuTrus has se control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If `- fabrication,handling, necessary. M�.rl R`��.v shipment end Installation of components. 7,Design assumes adequate drainage Is provided. C 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center I 1111 II VIII VIII I I I'III 'III VIII II 'IIITPIIWTCA In BCSI,copies of which will be furnished upon request lines coincidewith joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by - PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 24-08-08 STUB HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 ' TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE a 1.15 (Non-Rep) 1- 2=(•2933) 926 1. 8=(-683) 1898 2- 8=(-167) 242 10- 5=( 0) 516 2x6 KDDF #1&BTR T2 2- 3=(-2768) 956 8- 9=(-805) 2259 8- 3=(•169) 908 5.12=(-1583) 627 BC: 2x6 KDDF N1&BTR LOADING 3- 4=(-1918) 729 9.11=( -24) 63 8- 4=(•687) 402 6.12=( 0) 404 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-2269) 926 10.12=(-817) 2264 9- 4=(-160) 229 12- 7=( -571) 1777 2x6 KDDF #2 A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 8'- 0.0' V 5- 6=(•1385) 581 12.13=( -56) 99 9.10=(-791) 2222 7.13=(-2679) 915 TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0' TO 20'• 4.5' V 6- 7=(-1999) 733 4.10=( -85) 19 TC LATERAL SUPPORT <= 12.00. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 20'- 4.5' TO 24'- 8.5' V 11-10=( 0) 126 BC LATERAL SUPPORT <= 12'OC. UON, BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0' TO 24'- 8.5' V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'• 0.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24.0C UON. FOR TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 20'- 4.5' 0'• 0.0' -632/ 2442V -176/ 229H 5.50' 3.91 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 24'• 8.5' -870/ 2757V 0/ OH 5.50' 4.41 KDOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, Connector plate prefix designators: 'COND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,M18HS,M16 a MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL a -0.062' @ 11'- 11.4' Allowed = 1.190' *' For hanger specs. See approved plans MAX TL CREEP DEFL = -0.125' @ 11'- 11.4' Allowed = 1.586' MAX HORIZ. LL DEFL = 0.026' @ 24'• 5.8' 7-11-11 12-05-02 4-03-11 MAX HORIZ. TL DEFL = 0.042' @ 24'- 5.8' 3-11-08 4-00-03 3-11-11 4-02-02 4-05-12 4-01-04 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 597.30# 'f T +' 97.30# T 12 12 Design conforms to main windforce-resisting M-4x6 M-4x6 system and components and cladding criteria. 12.00 7 M-3x8 M-3x4 12.00 � ` 5 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, < _ IIIIIIIIIIIIIIIIIIIIIIIIII°4:-4x6 D (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 l .._ .._ .,.,00M1r, -I (;�� ^ �-=110 n 12r 13 •* *+1 8 9 11 c M-3x10 M-3x4 C M-3x6 M-3x8 M-7x8 M-7x8 0 M-1.5x3 y y ,L ) y J. 7-07-08 4-05-10 3-10-10 4-09-04 3-11-08 y y 16-01-08 8-07 y y 24-08-08 JOB NAME: 7-D POLYGON 7-D NH - A5 ,c(p• 4 PROFFss Scale: 0.2354 cf;�� GIKN /0 WARNINGS: GENERAL NOTES,unless otherwise noted: vl��fff�rl - -f A5 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 Q' ^92 S e P E Truss: and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web braving must be Installed where shown+. Incorporation of component is the responsibility of the building designer. i 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: MJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by //�"' Is the responsibility of the erector.Additional permanent bredng of continuous sheathing such as plywood sheething(TC)and/or drywall(BC). .-01171:77.-' DATE: 9/15/2014 the overall structure la the responsibility of the building designer. 3.2x impact bridging or lateral braving required where shown++ 4.No load should be applied to any component until after an bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 6060784 fasteners are complete and at no Ume should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, G. design loads be applied to any component. and are for"dry condition'of use. L. �An... 2Q� -�� TRANS I D: 408182 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 �p1 4, P: necessafabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. r7 R V�� 6.This design is furnished subject to the Grritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1(VIII II II VIII III I III I VIII III I II IIIITPI/WTCA In BCSI,copies of which will be furnished upon request. lines cdndde with joint center 9.Digits indicate size of plate In inches. MiTek USA,Ina/CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MINK) EXPIRES:12/31/2015 II1111 111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 16-06-08 HIP SETBACK 3-05-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 111&BTR;2x6 KDDF #1&BTR T2 16.06.08 GIRDER OAD DURATIONNG 24-08-08 INCREASE o 1.15M(Non-Rep)TO 16-00-00 2. 3= -4126) 1118 10.1 80 1=(•1680) 6298 10- 4=2882 10- (-4236) 12104 BC: 2x12 KOOF #1&BTR 3- 4= -2882) 798 11-12=( (-2414 9176 4.11=( -484 2220 WEBS: 2x4 KDDF STAND LOADING 4- 5= -6622) 1848 12-13=(-2414 9176 11- 5.1-3110 818 LL = 25 PSF Ground Snow (Pg) 5. 6=(-7884) 2142 13-14=(-1962 7540 12- 5= 514 2462 TC LATERAL SUPPORT <= 12'OC. UON. IC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 3'- 5.0' V 6- 7=(-4028) 1066 14-8 =( -980 4028 5-13=(-1744 460 BC LATERAL SUPPORT 72'0C. UON. TC UNIF LL( 67.7)+0L( 19.0)= 86.7 PLF 3'- 5.0' TO 13'- 1.5' V 7. 8=(-5746) 1498 13- 6= -514) 2352 TC UNIF LL50.0)+D ( 14.0) = 64 .0 PLF 13'- 1.5• TO 16'- 6.5' V 8- 9=( 0) 80 6.14=(-4354) 1242 BC UNIF LL( 0.0)+0L( 27.1)= 27.1 PLF 0'• 0.0' TO 16'• 6.5' V 14- 7=( -970) 3776 NOTE: 2x4 BRACING AT 24'0C UON. FOR BC UNIF LL2839)+DL( 193.0)= 476.9 PLF 9'. 0.0' TO 16'- 0.0• V ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA IC CONC LL( 68.8 +OL( 19.3). 88.1 LBS @ 3'- 5.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL68.8 +DL( 19,3)= 88.1 LBS 0 13'- 1.5' 0'- 0.0' -888/ 3255V -73/ 73H 5.50' 5.21 KDDF ( 625) OVERHANGS: 12.0' 12.0' ADDL: BC CONC LL+DL= 2757.0 LBS @ 8'- 0.0' 16'- 6.5' -1289/ 4971V 0/ OH 5.50' 7.95 KDDF 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for nett-5 WI uplift at 24 'oc soacing.� C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M20HS,M18HS,M16 =MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.001" @ -1'• 0.0' Allowed = 0.100' ( 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001' @ -1'- 0.0' Allowed = 0.133' -,_ Join together 2 ply with 3'x.131 DIA GUN MAX LL DEFL = 0.059' 0 8'- 3.2' Allowed = 0.781' nails staggered at: MAX TL CREEP DEFL = -0.155' @ 8'• 3.2' Allowed = 1.042' 9' oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = -0.001' 0 17'- 6.5' Allowed = 0.100' 9' oc in 2 row(s) throughout 2x6 top chords, TRUSS NOT SYMMETRICAL. MAX TL CREEP DEFL = -0.001' @ 17'- 6.5' Allowed = 0.133' 9' oc in 3 row(s) throughout 2x12 bottom chords, OflIENTATION AS SHOWN, 9' oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. LL DEFL = •0,011' @ 16'- 1.0' IA - 2x6 DF #1&BTRI MAX HORIZ. TL DEFL = 0.021' @ 16'- 1.0' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 2-07-11 11-03-02 2-07-11 T T T T Design conforms to main windforce•resisting system and components and cladding criteria. 2-07-11 2-05-15 3-01-10 3-01-10 2-05-15 ,f 2-07-11 f T +88.10# 4' 4' 4 {88.100# T Wind: 140 mphh=20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=1.6, 12.00 7 M-4x6 M-3x8 M-3x10 M-3x8 M 4x6 \12.00 Trussss oads e esignedfd foreinds wind loadsy. 4 5 6 I� - - T2I- -I _- _ / \ M-5x16 co co uT �_ q + 1 - 10 11 12 13 14 a o c M-5x16 M-3x8 M-12x14 M-12x14 M-12x20 M-12x14 • k ), y ?757# , i, y 2.05-04 2-11-14 2-10-02 2-10-02 2-11-14 2-05-04 y 1' 1' ), 1-00 16-06-08 1-00 F9 JOB NAME: 7-D POLYGON 7-D NH - B1 Scale: 0.3524 <0<(;l'"�N6'S 10 lb WARNINGS: GENERAL NOTES,unless otherwise noted: �� v920/PE//- / -vim C 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 4z r Truss: B 1 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bredng must be Installed where shown+. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bredng to Insure stability during construction 2.Design o and at 10'the respecctWd�ey bottom bracethroughout rtheirr led ength by e`A� DES. BY: MJ in the responsibility of the erector.AddlUonal permanent bracing of continuous sheathingsuch asplywood sheathln C and/ord (Q , 9R) rywall(eC). --. DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ Q 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsidety of the respective contractor. OREGON SEQ. : 6060785 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, 4+ 'If O\� `A design loads be applied to any component. and are for"dry condition'of use. Q 14 2 P� TRANS I D: 408182 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 fabrication,handling, necessary. `RRIL-`' v shipment and installation of components. 7,Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center MIR III'II I III I IIII VIII I II III TPIAMTCA In SCSI,copies of which win be furnished upon request. Digs coincide nctwithzjoint p 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 IIIIIIIII IIII This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 5.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF N16BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 78 2-5=(-82) 123 3.5=(-268) 113 BC: 2x4 KDDF N1$BTR SPACED 24.0' O.C. 2-3=( -90) 83 5.6=( 0) 0 WEBS: 2x4 KDDF STAND 3.4=(•134) 32 LOADING TC LATERAL SUPPORT <= 12'0C. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. 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) OVERHANGS: 12.0' 0.0' 1'- 0.0' -1241 497V -44/ 77H 5.50' 0.74 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 10.9' -136/ 19V 0/ OH 1.50' 0.03 KDDF ( 625) Connector plate prefix designators: 3'- 5.0' -52/ 35V 0/ OH 5.50' 0.06 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. )GOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002' @ •1'• 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.002' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.016' @ 0'- 0.0' Allowed = 0.100' 12 MAX TL CREEP DEFL = -0.021' @ 0'- 0.0' Allowed = 0.133' MAX TO PANEL LL DEFL = 0.009' @ 1'• 8.2' Allowed = 0.048' 12.00 7 MAX TC PANEL TL DEFL = 0.012' @ 1'- 8.6' Allowed = 0.072' MAX BC PANEL LL DEFL = 0.005' @ 2'- 0.5' Allowed = 0.075' MAX BC PANEL TL DEFL = 0.006' @ 2'• 0.5' Allowed = 0.100' MAX HORIZ. LL DEFL = -0.035' @ 1'- 10.9' NAX HORIZ. TL DEFL = •0.042' 0 1'- 10.9' M-1.5x3 �) NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windfarce-resisting a system and components and cladding criteria. 0 Wind: 140 mph, h=20.2ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, �' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Trm, inuss thedped offor thewind trussoads onl o Al planeY• o o'` 5►II Po---- 1 6 M-3x4 M-1.5x3 ,L. * 2-05 1, * y 1-00 3-05 )PROVIDE FULL BEARING:Jts:5.4.61 �t0i0/ 9. JOB NAME: 7-D POLYGON 7-D NH - BJ1 Scale: 0.6338 < GINE[ ,amsio WARNINGS: GENERAL NOTES,unless otherwise noted: �� '71151171""r� nq 1.Builder and erection contractor should be advised of as General Notes 1.This design Is based only upon the parameters shown and Is for an individual C' =9Z,OP E r Truss: BJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper /// 2.204 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ Is the responsibility of the erector.Additionalpermanent bracingof 2' and at 10'o.c.respectively unless braced throughout their length by rte., e/�� Pa b continuous sheathing such as plywood sheathing(TC)and/or drywallltiC. O 111 �. DATE: 9/15/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r'1 4.No load should be applied to any component until after all bracing end 4.Installation of tons is the responsibility of respective contractor. 7 OREGON 1.. S EQ. : 6060786 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, L* -'7-ly O TRANS I D: 408182 \P A design loads be applied to any component. and are for"dry condition'of use. Q 1 4 2. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge if 1 �Q fabrication,handling,shipment and installation of components. DesignDe . M 'R R`1..\" 7. latesassumes adequate one drainage is fpsa N.This design Is furnished subject to the imitations set forth by 6.Plates shall be located both faces of truss,end placed so their center I 11111 IIIII IIIII IIIIIIIII(IIII IIIII III TPlnnrrCA In SCSI,copies of which will be furnished upon request. lines coincide withjoint0f pcenterteinches.9.Digits indicate size of plate In Inches. MITek USA,Ina/CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-131 1,ESR-1g66(Mrrek) EXPIRES:12/31/2015 111111 IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 5.0' IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0. O.C. 2.3=(.154) 86 3-4=( -44) 0 TO LATERAL SUPPORT <= 12'0C. MON. LOADING BC LATERAL SUPPORT <= 12'OC. MON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 6.7' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -22/ 309V -58/ 170H 5.50' 0.49 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 2.2' 0/ 41V 0/ OH 5.50' 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 3'- 5.0' -130/ 141V 0/ OH 1.50' 0.18 KDDF ( 625) M,M20HS,M18HS,M16 = Mel( 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 nett-5 psfl uplift at 24 'oc spacing•I 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 = -0,002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.000' @ 3'- 11.7' Allowed = 0.056' 12 MAX TL CREEP DEFL = -0.000' @ 3'- 11.7' Allowed a 0.074' MAX TC PANEL LL DEFL = 0.027' @ 2'- 1.4' Allowed = 0.283' 12.00V MAX TC PANEL TL DEFL = 0.026' @ 2'- 1.4' Allowed = 0.425' MAX HORIZ. LL DEFL = -0,001' @ 3'- 4,3' 9, MAX HORIZ. TL DEFL = -0.001' @ 3'- 4.3' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting r system and components and cladding criteria. Cr Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, d. (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. oi- e0 o` ►� 1.---.15 -r• M-3x4 J• k y ). 1-00 3-05 0-06-11 (PROVIDE FULL BEARING•4ts:2.5.3) JOB NAME: 7-D POLYGON 7-D NH - BJ2 «gy p PRpF�ss Scale: 0,5806 �ll5/1 X02 WARNINGS: GENERAL NOTES,unless otherwise noted: r f✓. l'.: 1.Builder and erection contractor should be advised of ell General Notes 1.This design Is based only upon the parameters shown and Is for an Individual ;92 0 0 P E { Truss: BJ 2 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 responslblity of the building designer. 3.Additional temporary2.Design assumes the top and bottom chords to be laterallybraced at - DES. BY: MJ bracing to Insure stability during construction Is the responsibility of the erector.Additionalbracing 2'o.a and at 10'o,c,respectively unless braced throughout their length by �,� Pe H permanent of continuous sheathingsuch as ( / rte! the overall structure Is the responsibility of the buildingdesigner. plywood requiredrewhererCsown drywell(BC). Q DATE: 9/15/2014 a� N 9 3.2x Impact bridging or lateral bracing shown++ d 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. '� OREGON tti SEQ. : 6060787 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L >k '� design loads be applied to any component. and are for"dry condition"of use. / Z0 TRANS I D: 408182 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 : C 14 11 !7 fabrication,handling,shipment and Installation of components. i. eecossary' - 'y-R R I t..,'.� 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the imitations set forth by a.Plates shall be located on both faces of truss,and placed so their center III 111111111111111(11111 IIII VIII 1111 IIIITPNWrCA In BCSI,copies of which will be furnished upon request. linescoincide with joint center Ones. indica - - 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-1996(MITek) EXPIRES:12/31/2015 I 1111 1 11 1111 This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 • BC: 2x4 KDDF 111$BTR SPACED 24.0' O.C. 2.3=(-301) 249 2-5=(0) 0 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 3.4=) -76) 51 BC LATERAL SUPPORT <= 12'0C. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' •15/ 302V -90/ 224H 5.50' 0.48 KDDF ( 625) Cnnec o CN1a or no prefix) LL = 25 PSF Ground Snow (Pg) 3'- 2.2' 0/ 36V 0/ OH 5.50' 0.06 KDDF ( 625) ( = CompuTrus, Inc3'• 4.3' -187/ 241V 0/ OH 1.50' 0.31 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7' -54/ 74V 0/ OH 1.50' 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD, TOP ICOND. 2: Desist) checked for net(-5 psf) uplift at 24 'oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 --/ MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'• 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.009' @ 1'• 8.3' Allowed = 0.283' litMAX TC PANEL TL DEFL = 0.009' @ 1'. 8.3' Allowed = 0.425' MAX HORIZ. LL DEFL = -0.003' @ 5'• 10.9' MAX HORIZ. TL DEFL = -0.003' @ 5'• 10.9' 7 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), vload duration factor=l.6, oTruss designed for wind loads toin the plane of the truss only. MOjtoPIOAIIIIIMEMNEIIIO o -/ y i' y ./- 1-00 3-05 2-06-11 'PROVIDE FULL BEARING:Jts:2.5.3.4) JOB NAME: 7-D POLYGON 7-D NH - BJ3 ��`�� PR OPE. Scale: 0.4587 .�5 �)%/N1/F/�� X0 WARNINGS: GENERAL NOTES,unless otherwise noted: f✓ f�, -7 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 -4' OP E r Truss: BJ 3 and Warnings before construction commences. building component.Applicability at design parameters and proper 2.2u4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibilty of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` e4� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(eC). /• rad Cr DATE: 9/15/2014 the overall structure is the responsibility of the building designer. 3.2u Impact bridging or lateral bracing required where shown*4- 4.No load should be applied to any component until after an bracing end 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 6060788 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, �` V �, ZQr�>k A. TRANS I D. 408182 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 4 14, 0. fabrication,handling,shipment and Installation of components. 7.Design asnecessasumes adequate drainage is provided. �+-T R I.�� V 1111111111111111111 IIIII II II IIII IIII VIII IIII IIID IIII Ilii 6.This design is furnished subject to the bef furnished set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIAMTCA in BCSI,copies of which will be furnished upon request, Ones edndde with joint center Ines. MITek USA,Inc/CompuTrus Software 7.6.6(1 L)-E 90.Forits basicdcate size connectorplf atete in inches. design values see ESR-1311,ESR-1g88(MiTek) EXPIRES:12/31/2015 11111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.0' IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1.00 TC: 2x4 ODE li18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2-6=(0) 0 BC: 2x4 KDDF N18BTR SPACED 24.0' O.C. 2-3=(-437) 346 3-4=(-172) 90 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 4.5=( -44) 0 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD a 10.0 PSF OVERHANGS: 12.0' 6.7' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -81 288V -118/ 302H 5.50' 0.46 KDDF ( 625) C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc 3'- 2.2' 0/ 31V 0/ OH 5.50' 0.05 KODF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 4.3' -259/ 323V 0/ OH 1.50' 0.41 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET, 7'- 5.0' -1441 180V O/ OH 1.50' 0.23 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP [COND. 2: Design checked for net(-5 nsfl uplift at 24 'oc soacing,l AND BOTTOM CHORD LIVE LQ'tDS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.000' @ 7'- 11.7' Allowed = 0.056' MAX TL CREEP DEFL = -0.000' @ 7'- 11.7' Allowed = 0.074' /12.007 () MAX TC PANEL LL DEFL = 0.007' @ 1'- 10.9' Allowed = 0.283' MAX BC PANEL TL DEFL = -0.005' @ 1'- 9,9' Allowed = 0.167' MAX HORIZ. LL DEFL = -0.005' @ 7'- 4.3' MAX HOAIZ. TL DEFL = -0.005' @ 7'- 4.3' NOTE: Design assumes moisture content does not to exceed 194 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCOL=4.2,BCDL=6.0, ASCE 7.10, d▪- (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), oload duration factor=l.6, co Truss designed for wind loads in the plane of the truss only. moC y 1-00 ), 3-05 y 4-06-11 y [PROVIDE FULL BEARING:Jts:2,6.3.41 ��D PRO7115IJ[�F/FY�, JOB NAME: 7-D POLYGON 7-D NH - BJ4 Scale: 0,3821 �� t.% /0 iP WARNINGS: GENERAL NOTES,unless otherwise noted: IP >92 P E r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an Individual and Warnings before construction commences. building component.Applicability of design parameters end proper Truss: BJ 4Incorporation of component is the responsibility of the building designer. 2.�r4 compression web bracing must be Installed where shown+. 2.Desitin assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.a and at 10'o.0.respectively unless braced throughout their length by / .o.. DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywoll C). (� DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ l/ OREGON� SEQ. : 6060789 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. fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for thenand arefur'dry condition'of use. !Q 9 y 1 4. 2� �� TRANS I D: 408182 6.Desigsn5assumes full bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and Installation of components. 7.Design sumes adequate drainage is provided. 111R .•`1.-`' 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center III II II II VIII VIII III I VIII VIII IIII IIIIIANTCA In BCSI,copies of whll be furnished upon MTe USA,Inc./CompuTrusISoftftware 7.6.6(1 L)E request. lines with joint center lines. 10.For basicasicon ectoroplatete design valIn ues see ESR-1311,ESR-1988(Mirek) - EXPIRES:12/31/2015 IMI)IIIIII This design prepared from computer input by ' PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 22-00-00 HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2= BC: 2x6 KDDF #1&BTR ( 0) 80 2.10=(•439) 1626 3-10=(-174) 244 WEBS: 2x4 KDDF STAND 2- 3=(-2523) 714 10-11=(-466) 1766 10- 4=( -68) 697 LOADING 3- 4=(-2356) 744 11- 8=(•367) 1633 10- 5=(•362) 285 LL = 25 PSF Ground Snow (Pg) 4- 5=(-1622) 580 5-11=(-342) 275 IC LATERAL SUPPORT <= 12'0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'. 0.0' TO 8'- 0.0' V 5- 6=(-1631) 584 6-11=( -58) 677 BC LATERAL SUPPORT <= 12'0C. UON. TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0' TO 14'- 0.0' V 6- 7=(-2367) 749 11- 7=(-173) 245 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 14'• 0.0' TO 22'- 0.0' V 7- 8=(•2534) 720 BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0' TO 22'- 0.0' V 8. 9=( 0) 80 NOTE: 2x4 BRACING AT 24'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED 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 @ 14'- 0.0' BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA OVERHANGS: 12.0' 12.0' BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) 0'- 0.0' -523/ 2249V -217/ 217H 5.50' 3.60 KDDF ( 625) Connectorplate prefix designators: LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 22'- 0.0' -527/ 2257V 0/ OH 5.50' 3.61 KDOF ( 625) 9 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series !COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing. 7-11-11 6-00-10 7-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ,' f MAX LL DEFL = -0.002' @ -1'• 0.0' Allowed = 0.100' 4-00 3-11-11 3-00-05 3-00-05 3-11-11 4-00 MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.046' @ 11'- 0.0' Allowed = 1.054' 12 597.30# 597.30# MAX TL CREEP DEFL = -0.092' @ 11'- 0,0' Allowed = 1.406' M-4x6 M-4x6 t2 MAX LL DEFL = -0.002' @ 23'- 0.0' Allowed = 0.100' 12.00 7 M-3x4 \12.00 MAX TL CREEP DEFL = •0.003' @ 23'- 0.0' Allowed = 0.133• 5 MAX HORIZ. LL DEFL = 0.018' @ 21'- 6.5' 40 �� MAX HORIZ. TL DEFL = 0.028' @ 21'• 6.5' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria.' M-1.5x3 M-1.5x3 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. cm O M orr..................--- o.'\ o0 111 ' OM-3x6 M-3x8 M-5x6(S) M-3x8 M-3x6 1, 1, y y 7-08-08 6-07 7-08-08 1, y 10-00 12-00 y > y 1-00 22-00 ), y 1-00 JOB NAME : 7-D POLYGON 7-D NH - Cl .��DPROFss Scale: 0.2653 '�7115AT �� WARNINGS: GENERAL NOTES,unless otherwise noted: r'l f, /+fT , Cl1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an Individual ^9_ 'PIE r Truss: C end Warnings before construction commences. building component.Applicability of design parameters end proper y/JJr• 2.2x4 compression web bredng must bo installed where shown+. incorporation of component is the responsibility of the building designer. DES. BY: MJ 3.Additional temporary bracing to insure stabifity during construction 2.Design assumes the top and boaem chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o,c.such a hrey unless braced throughout their length by `�continuous sheathing such as plywood ng(TC)and/or drywall BC. ,..0'6111111.,- DATE: 9/15/2014 the overall sW dura Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown v. ) )�CC � 4.No load should be appaed to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "9 OREGON 4/. SEQ. : 6060790 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, 4. �Lj9� 2O\a�A. design loads be applied to any component, and are for"dry condition"of use. TRANS I D: 408182 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. nesessary. 4l "f R I 14 6.This design is furnished subject to the imitations set forth 7.Plates assumes adequate drainage Is pru°ssed. 114111111111111111 by 8.Plates shall be located on both van.of truss,and placed so their center TPIA1fTCA in BCSI,copies of which will be furnished upon request. Anes coincide with joint center fines. MiTek USA,Ina/CompuTrus Software 7.6.6(1 L)-E 0.Forrits basicicate size connector latete in des design values see ESR-1311,ESR-1988(MITelt) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1,00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 80 2-12=(-163) 752 3.12o(-196) 181 BC: 2x6 KDDF Q15BTR SPACED 24.0' O.C. 2- 3=(-1049) 364 12.13=(-101) 658 12- 4=(-141) 383 WEBS: 2x4 KDDF STAND 3- 4=( -887) 397 13.10=(-191) 652 12- 6=(-172) 130 LOADING 4. 5=( 0) 0 6-13=(-172) 130 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( -565) 338 8-13=(-142) 382 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=( -565) 338 13- 9o(-196) 181 TOTAL LOAD = 42.0 PSF 7- 8.( 0) 0 8. 9=( -887) 397 NOTE: 2x4 BRACING AT 24'0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1049) 364 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 80 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0' 12.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -2411 1038V -220/ 220H 5.50' 1.66 KDDF ( 625) C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc 22'- 0.0' -241/ 1038V 0/ OH 5.50' 1.66 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT aeries ICOND, 2: Desian checked for nett-5 onfI uplift at 24 'oc smacino.) 9-11-11 2-00-10 9-11-11 VERTICAL DEFLECTION LIMITS: LL=LI240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' 4-00 3-10-04 1-00-05 T 2-01-07 3-10-04 4-00 MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' ( MAX LL DEFL = 0.019' @ 11'- 0.0' Allowed = 1.054' MAX TL CREEP DEFL = -0.035' @ 11'- 0.0' Allowed = 1.406' 2-01-07 1-00-05 MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100' 8-00 T 4 1' 8-00` MAX TL CREEP DEFL = -0.003' @ 23'• 0.0' Allowed = 0.133' MAX HORIZ, LL DEFL = 0.007' @ 21'- 6.5' 12 12 MAX HORIZ. TL DEFL = 0.012' @ 21'- 6.5' 12.00 17' M-4x6 N12.00 NOTE: Design assumes moisture content does M-4x6 not to exceed 19% at time of manufacture. M-3x4 Design conforms to main windforce-resisting (r ..: system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads M-1.5x3.41/111 M-1.5x3 in the plane of the truss only, co m o _ o o ` ii •.'7-- to o M-3x4 M-3x8 M-5x6(S) M-3x8 M-3x4 1 0 y y ), y 7-08-08 6-07 7-08-08 J. y y 10-00 12-00 1-00 22-00 1-00 �cck- S'PR pF� JOB NAME : 7-D POLYGON 7-D NH - C2 Scale: 0.2036 \�, ! GINE /SSP WARNINGS: GENERAL NOTES,unless otherwise noted: kr `. 1. VI 57P19 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 C. = 0 P.E r I� and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: C2Incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bradng must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stebiity during construction DES. B Y: MJ 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 continuous sheathing such as plywood sheathing(TC)and/or drywall(6C). ,,/ `r +r ! DATE: 9/15/2014 the overall structure is the responsibility of the building designer. 3.2c Impact bridging or lateral bracing required where shown++ ; st CC 4.No load should be applied to any component until after a8 bredng and 4.Installation of truss Is the responsibility of the respective contractor. .7, OREGON 0" SEQ. : 60607 91 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used Inc non-corrosive ' environment, `� 4/' 14 A.. TRANS I D: 408182 design loads be applied to any component. and are for"dry condition"of use. Q y 14 S O 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge If �Q necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. MFR R11..L 6.This design is furnished subject to the initations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111 II!HIM II II IIIIIIIII(IIIIIIII III TPIANfCA In SCSI,copies of which will furnished upon request Digitsgit coincidewith joint centerInches.9,linesindicate 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(MITep EXPI RES.12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by . PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF (118,BTR LOAD DURATION INCREASE = 1.15 1- 2.) 0) 80 2- 8=(-93) 842 3- 8=(-377) 349 BC: 2x4 KDDF A1&BTR SPACED 24.0' 0.C. 2- 3=(-1094) 254 8- 9=(-52) 551 8- 4=(-249) 614 WEBS: 2x4 KDDF STAND 3- 4=( -987) 431 9- 6=(-93) 715 4- 9=(-249) 614 , LOADING 4- 5=( -987) 431 9- 5=(-377) 349 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1094) 254 BC LATERAL SUPPORT <= 12.00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 80 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0' 12.0' LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0' -187/ 1038V -307/ 307H 5.50' 1.66 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 22'- 0.0' -187/ 1038V 0/ OH 5.50' 1.66 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 11-00 11-00 ICOND. 2: Design checked for net(-5 psi) uplift at 24 'oc spacing,) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-07-10 5-04-06 5-04-06 5-07-10 MAX LL DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TL CREEP DEFL = •0.003' @ •1'• 0.0' Allowed = 0.133' MAX LL DEFL = -0.028' @ 7'- 5.1' Allowed = 1.054' 12 12 MAX TL CREEP DEFL = -0.051' @ 7'• 5.1' Allowed = 1.406' M-4x6 MAX LL DEFL = -0.002' @ 23'• 0.0' Allowed = 0.100' 12.00 7 4.0° 4 \12.00 MAX TL CREEP DEFL = -0.003' @ 23'• 0.0' Allowed = 0.133' MAX HORIZ. LL DEFL = 0.013' @ 21'• 6.5' /E1 MAX HORIZ. TL DEFL = 0.019' @ 21'- 6.5' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce•resisting system and components and cladding criteria. Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-1.5x3 M-1.5x3 Truss designed for wind loads in the plane of the truss only. Alliiik m44411L' m 0 0 to r� = ww = ►� '�to o 8 9 - o c M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 0 7-05-01 7-01-13 7-05-01 /, 3, y 10-00 12-00 1, /, y 1' 1-00 22-00 1-00 PROp JOB NAME : 7-D POLYGON 7-D NH - C3 5,SX. SIN (2,511 Scale: 0.2195 ```7/15/17 I1,A 0* WARNINGS: GENERAL NOTES,unless otherwise noted: I -q 1.Bulkier and erection contractor should be advised of an General Notes 1.This design Is based only upon the parameters shown and Is for en Individual 0 P E S Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. - 3.Additional temporary bracing to Insure stability during construction 2.Desitin assumes the top and bosom chords to be laterally braced at DES. BY: MJ2'o.c.and at 10'o.c,respectively unless braced throughout their length by ` �� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '�- DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ A Q c 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'y AV /" S E bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 4r O\ As design loads be applied to any component. 5. and are for"dry condition*of use. 6 Q y 1 4 2.0\ } TRANS I D: 408182necessaCompuTrus has no control over and assumes no responsibility for the .Design assumes fun bearing at all supports shown.Shim or wedge if !A fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided. 4' R)L't V� 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111 1111111111 IHIll 11111VIIIIII(III MTiTPI/WTCA In e SA,incJCompUTrus I,copies of (ch Software 7.6.6(1 L)-E be furnished upon request. 1Ones colndde with joint center Ones. 00.For basic connector plate design values see ESR-1311,ESR-1e00(MITA) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2.40(0) 0 BC: 2x4 KDDF 91&BTR SPACED 24.0' 0.C. 2.3=)-18) 85 TC LATERAL SUPPORT <= 12'0C. CON. LOADING BC LATERAL 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 DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -50/ 287V -32/ 99H 5.50' 0.46 KDDF ( 625) 1'- 10.9' -165/ 174V 0/ OH 1.50' 0.28 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0' 0/ 65V 0/ OH 5.50' 0.10 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND, 2: Desian checked for net(-5 psi) uplift at 24 'oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.004' @ 1'- 0.0' Allowed = 0.147' MAX TC PANEL TL DEFL = -0.008' @ 1'. 1.5' Allowed = 0.220' MAX BC PANEL LL DEFL = 0.013' @ 3'- 6.6' Allowed = 0.354' MAX BC PANEL TL DEFL = -0.081' @ 4'- 4.8' Allowed = 0.472' 1 11 11MAX HORIZ. LL DEFL = -0.000' @ 1'- 10.9' I .' MAX HORIZ. TL DEFL = 0.000. 0 1'- 10.9' NOTE: Design assumes moisture content does 12 not to exceed 19`k at time of manufacture. 12.00 17 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Y/ Truss designed for wind loads in the plane of the truss only. vr v 0 N O/- O. ' 4 -, O M-3x4 ; 1, y 1-00 (PROVIDE FULL BEARING:Jts:2.3.41 8-00 0p PR04, JOB NAME : 7-D POLYGON 7-D NH - J1 < WARNINGS: GENERAL NOTES,unless otherwise noted: Scale: 0.5877 . ' ss/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 C' Lt 92 r and Warnings before construction commences. building component Applicability of design parameters and proper / Truss: J 1Incorporation of component is the responsibility of the building designer. J 2.2x4 compression web bradng Ins be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stedity during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their le th by A ®A DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalllC). S DATE: 9/15/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral braving required where shown++ OREGON 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. 7G '\� to S E Q. : 6060793 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosie environment, ,� a design loads be applied to any component and are for"dry condition'of use. Q 14..,_2 ' ' TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge if . necessary. b}� t fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. �rl!�`1..`' �P 6.ThIs design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII III I I I I VIII VIII VIII IIII IIIITPINVTCA In BCSi,copies of which will be furnished upon request. 9.Digits indicate size lines coindde with oint f plate Inrinches. 10. MiTek USA,Inc./CompuTrus Software 7.6.6(114-E For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 111111 11 This design prepared from computer input by . PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'• 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF #16BTR LOAD DURATION INCREASE = 1.15 1-2= BC: 2x4 HOFOF #1&BTR SPACED 24.0. O.C. 2 3-( 90) 113 2-4=(0) 0 TC LATERAL SUPPORT <= 12.00. UDM. LOADING • BC LATERAL SUPPORT <= 12'OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BOG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'• 0.0' -3/ 358V •61/ 161H 5.50' 0.57 KDDF ( 625) Connector plate prefix designators: 3'• 10.9' -198/ 181V 0/ OH 1.50' 0.29 KDDF ( 625) C,CN,C18 CN18 (or no prefixLL = 25 PSF Ground Snow (Pg) 8'• 0.0' 0/ 72V 0/ OH 5.50' 0.11 KDDF ( 625) ) ormpuTrus, Inc M,M20HS,MI8HS,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(-6 psfl uplift at 24 'oc spacing,I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'• 0.0' Allowed = 0.133' 3-11-11 MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.178' T MAX BC PANEL LL DEFL = -0.026' @ 3'. 6.6' Allowed = 0.354' MAX IC PANEL TL DEFL = -0.044' @ 2'- 2.3' Allowed = 0.503' '" MAX BC PANEL TL DEFL = -0.122' @ 4'- 1.4' Allowed = 0.472' 12 MAX HORIZ. LL DEFL = •0.001' @ 3'- 10.9' 12.007 (j) MAX HORIZ. TL DEFL = 0.001' @ 3'- 10.9' NOTE: Design assumes moisture content does not to exceed 19h at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 load duration factor=l.6, o Truss designed for wind loads 4 in the plane of the truss only, os Of o O O't �4 M-3x4 J. J. y 1-00 (PROVIDE FULL BEARING:Jts:233,,4) 8-00 JOB NAME : 7-D POLYGON 7-D NH - J2 Scale: 0.5502 SCO '"//.5//?? eJlNE�/y��,Q��s�p WARNINGS: GENERAL NOTES,unless otherwise noted: �4yS "/rrrrrrffffff/.5/� + 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 ^�I P E ti' Truss: 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 responsibRy of the building designer. 3.Additional temporary bracing to insure stebikty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ2'o.c.and at 10'o.c.suchrespectively unless braced throughout their length by �, ��' Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheatNng(TC)and/or drywall((BC. DATE: 9/15/2014 the overall stucture is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ) �`0 CC 4SEQ. : 6060794 .No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. n-OREGON fasteners are complete and at no Ume should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �G- '1, \tk As o 2 design loads be applied to any component and are for"dry condition"of use. / 'ff 2� A.� TRANS I D: 408 82 5.CompuTus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if n 1 4 fabrication,handling,shipment end Installation of components. Dnesessary. provided. PRO- 6. This design Is furnished subject to the Imitations set forth by 8.Plates shall bassume locategduoneboth faces e i of truss,end placed so their center IIIIIII IIII)IIIII(IIII IIIII(IIII(IIII IIII IIIIMTe SA,lnC./CompUTfus I/WitA In BCSI,copies of ISoftwaf6 7.8.6(1L)-E ch will be furnished upon request. 10.For asic connector plate design values see ESR-1311,ESR-1988(MiTek)lines coincide with o int center Ones. 9.Digits Indicate size of plate In inches. EXPIRES:12/31/2015 1 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2.4=(0) 0 BC: 2x4 KDDF 81&BTR SPACED 24.0. O.C. 2-3=(-149) 154 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -20/ 422V -90/ 224H 5.50' 0.68 KDDF ( 625) 5'- 10.9' -193/ 219V 0/ OH 1.50' 0.35 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0' 0/ 121V 0/ OH 5.50' 0.19 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT seriesBOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE• LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. [COND. 2: Design checked for nett-5 psfl uplift at 24 'oc spacing.' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-11-11 MAX LL DEFL = -0.002' @ -1'• 0.0' Allowed = 0.100' MAX TLMAX CREEP LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.078' MAX TL CREEP DEFL = 0.000' @ 0'- 0.0' Allowed = 0.105' MAX TC PANEL LL DEFL = 0.249' @ 3'- 2.0' Allowed = 0.524' ii MAX BC PANEL TL DEFL = •0.229' @ 4'• 1.4' Allowed = 0.472' t, MAX HORIZ. LL DEFL = -0.002" @ 5'. 10.9' MAX HORIZ. IL DEFL = -0.002' @ 5'• 10.9' 12 NOTE: Design assumes moisture content does 12.007 not to exceed 19% at time of manufacture. Design conforms to main windfurce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, d• (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, v Truss designed for wind loads c in the plane of the truss only. m co 0 o -1 o �� .="4140 M-3x4 i• J. J. 1-00 (PROVIDE FULL BEARING:Jts:2.3.41 8-00 4-.619 scale: 0.4556 s., ,, GIN€ ,, //O JOB NAME: 7-D POLYGON 7-D NH - J3 44., -7 �� WARNINGS: GENERAL NOTES,unlessonitotherwise 4 . !g2•PE f 1.Builder and erection contractor should be advised of ail General Notes 1.This design is based only upon the parameters shown and is for an individual buildingcomponent.Applicability of design ammeters and proper and compress before construction u commences, Incorporation of component Is the responsibility of the building designer.Truss: J 3 2,2x4 compression web bracing moat be Installed where shown*. mvo Ire y e g �' 3.Additional temporary bradng to Insure stability dude construction 2.Design assumes the top and bottom chords to be laterally braced at �� Poy g 2'o.c.and at 10'o.e,respectively unless braced throughout their len th h1' ®! DES. BY: MJ la the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). A (� DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 11 t OREGQN� �� 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-, SEQ. : 6060795 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, 2 �A� design loads be applied to any component. and are for"dry condition"of use. �6 9'� 14, TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the e.necessary.Dn umes lull bearing at a0 supports shown.Shim or wedge It t fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. MFR R`1•-� 1 6.This design Is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11110111111111111111 TPIIk U A In GCS!,copies of which ft furnished upon request. 9.Digits Ioincidte size of plate tnt o inches. M(Tek 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 IIIIIIIIIIII This design prepared from computer input by ' PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'• 11.5' ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spaciftg.I BC: 2x4 KODF N16BTR SPACED 24.0. O.C. NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12.00. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main and cladding isting DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=15ft, TCDL=4,2,8CDL=6.0, ASCE 7.10, M,M2OHS,MIBHS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. 12 BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer or equal typical at stud verticals. 5.00 C7 Refer to CompuTrus gable end detail for 3 complete specifications. r N 0 () O riPgdIMIIIIIIIIIIIIIIIIIMIMMIIIIIIIIMIMIIIIIII Ai M-3x4 4 Jr ), Jr 1-00 6-11-08 JOB NAME : 7-D POLYGON 7-D NH - D1 «QED PRp �s Scale: 0.6748 Cj ! G`Iy/N�./14- /2 WARNINGS: GENERAL NOTES,unless otherwise noted: L/ v ��✓/7 r 1.Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown and is for an Individual 4t' ^92 S 0 PE r Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper ///V 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. i 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless ssbrbraced throughout their length W Lr'r 4/® DATE: 9/15/2014 responsibility g g continuous sheathing such as plywoodrequired sheathing(TC)and/or drywall C. / Q the overall structure is the res onsibili of the building designer. 3.2x impact bridging or lateral bracing where shown++ ) SEQ. : 60607964.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective Contractor. OREGON 44/ shouldfasteners are complete and at no time any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, /...- V �0N� A\ design loads be applied to any component. end are for"dry condition'of use. . Al TRANS I D: 408182 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14 �v., fabrication,handling,shipment and installation of components. necessary. 4'1? _? o'L� 6.This design Is furnished subject to the imitations set forth 7.Designlatesassumes adequatentedon otdrhi facesae isprovided. ,t'/ rT IIIIII IIID II II hill Illi IIII VIII IIII IIII by 8.Plates shall a with join both of truss,and placed so their center TPINJfCA in BCSI,copies of which will be furnished upon request. Ones cdndde with Joint center lines. 9MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For lbasits c ccoonnector platete size of tdes design ve in alues see ESR-1311,ESR-1566(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 11.5' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF 0/1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 43 2.5=(-55) 73 3-5=(-215) 172 BC: 2x4 KDDF it1&BTR SPACED 24.0' O.C. 2-3=(-109) 95 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 LOADING TC LATERAL SUPPORT <= 12'0C. MON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. MON. 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) OVERHANGS: 12.0' 0.0' 0'- 0.0' .66/ 432V -34/ 102H 5.50' 0.69 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 11.5' -33/ 284V 0/ OH 5.50' 0.45 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL )GOND, 2: Design checked for nett-5 sof) uplift at 24 'oc spacing.) M,M2OHS,MIBHS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.158' @ 3'- 6.2' Allowed = 0.422' 6-07-12 0-0f 3-12f -r12 MAX TC PANEL TL DEFL = -0.190' @ 3'. 6.4' Allowed = 0.633' 12 MAX HORIZ, LL DEFL = 0.001' @ 6'- 7.7' 5.00 I7 MAX HORIZ. TL DEFL = 0.001' @ 6'- 7.7' M-1.5x3 4 NOTE: Design assumes moisture content does not to exceed 195s at time of manufacture. Design conforms to main windforce-resisting X 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=l.6, M Truss designed for wind loads in the plane of the truss only. N O M 4Ili O1 I T. G2 ail5 M-3x4 M-1.5x3 .1 yy 6-07-12 0-03-12 1, / /' 1-00 6-11-08 ��Ed PROF e JOB NAME: 7-D POLYGON 7-D NH - D2 Scale: 0.5542 <0 G)"K s/0 WARNINGS: GENERAL NOTES,unless otherwise noted: �� 9ll✓l "Q' 1.Builder and erection contractor should be advised of an General Notes 1.This design Is based only upon the parameters shown and Is for an Individual c' !,9 ,P E r Truss: D2 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 responslhllty of the building designer. 3.Additional temporary bracing to Insure stablity during construction 2,Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'0.c.respectively unless braced throughout their length by ` `.aP".I�°'. DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall C). / r DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ T siti OREGON 4.No load should be applied to any component until after al bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 A- b, 4/ SEQ. : 6060797 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, . �i� O\ A. design loads be applied to arty component. and are for'dry condition'of use. O 14 2 2A-�- TRANS I D: 408182 5.CompuTnis has no control over and assumes no responsibility for the 6•oeceaerysumes full bearing at all supports shown.Shim or wedge If V` fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. r�R I y� 6.This design is furnished subject to the Initations set forth by B.Plates shall be located on both faces of truss,and placed so their center II I II I VIII III I IIII IIII VIII III IIII TPIM?CA in BCSI,copies of which will be furnished upon request. 9.IDigits Indicate�sizejat plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITA) EXPIRES:12/31/2015 IIIIIII 111111 This design prepared from computer input by ' PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 22-00-00 GIRDER SUPPORTING 24-08-08 FROM 10-00-00 TO 16-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF g188TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 8BTR 2- 2=( 0) 80 2-10=(-738) 3566 10-3- 3. 3=( 0) 202 BC: 2x6 KDDF N1 WEBS: 2x4 KDDF STAND; LOADING 3=(-5448) 1170 10.11=(•738) 3564 3.11=( -176) 204 2x6 KDDF q2 A LL 25 PSF Ground Snow (Pg) 3. 4=(•5194) 1226 12.12=(-706) 3548 11- 4=( -558) 2520 IC UNIF LL( 50.0)+DL( 14,0)= 64.0 PLF 0'- 0.0' TO 22'- 0.0' V 4. 5=(-4102) 1088 12.13=(-666) 3598 4.12=(-2030) 592 IC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0' TO 10'- 0.0' V 5. 6=(-4104) 1088 13.14=)-930) 4728 12- 5=(-1474) 5530 BC LATERAL SUPPORT <= 12.00. UON. BC UNIF LL( 283.9)+DL( 213.0)= 496.9 PLF 10'- 0.0' TO 16'• 0.0• V 7- 8=(-7246) 1248 14- 8=(•936) 4756 12- 3=(-2612) 634 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 16'• 0.0' TO 22'- 0.0' V 7- 8.(-7246) 1588 8-13=( •612) 2622 OVERHANGS: 12.0' 12.0' 8- 9=( 0) 80 13- 7=(-1556) 434 ADDL: BC CONC LL+DL= 2651.0 LBS @ 8'- 0.0' 7-14=( -530) 2578 Connector plate prefix designators: ADDL: BC CONC LL+DL= 2442.0 LBS @ 18'• 0.0' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX REACTIONSHORZ BAG 50.08.ED BOG AREA M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS SIZE SO,IN, (SPECIES) -'i- REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0,0' -955/ 4328V -306/ 306H 5.50' 6.93 KDDF ( 625) ( 2 ) complete trusses required. 22'- 0.0' -1276/ 5702V 0/ OH 5.50' 9.12 KDDF ( 625) Join together 2 ply with 3'x.131 DIA GUN BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP nails staggered at: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. [COND. 2: Desitin checked for net(-5 psfl uplift at 24 'tic spacino,( 9' oc in 1 row(s) throughout 2x4 top chords, 9' tic in 2 row(s) throughout 2x6 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9' sc in 1 row(s) throughout 2x4 webs, @ HANGER BY OTHERS TO APPLY MAX LL DEFL = -0.001' @ -1'- 0.0' Allowed = 0.100' 9' 0c in 2 row(s) throughout 2x6 webs. CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.001' @ -1'• 0.0' Allowed = 0.133• MAX LL DEFL = 0.061' @ 14'- 1.7' Allowed = 1.054' 11-00 11-00 MAX TL CREEP DEFL = -0.169' @ 14'• 1.7' Allowed = 1.406' MAX LL DEFL = •0.001' @ 23'- 0.0' Allowed = 0.100' 4-01-12 4-00 2-10-04 2-10-04 4-00 4-01-12 MAX TL CREEP DEFL = -0.001' @ 23'. 0.0' Allowed = 0.133' 12 12 f TRUSS PLATING IS NOT SYMMETRICAL. MAX HORIZ. LL DEFL = -0.015' @ 21'- 6.5' M-4x6 ORIENTATION AS SHOWN. MAX HORIZ. TL DEFL = 0.034' @ 21'- 6.5' 12.007 5 4.0 N12.00 NOTE: Design assumes moisture content does faa not to exceed 19's at time of manufacture. Ss Design conforms to main windforce-resisting system and components and cladding criteria. M-3x5 M-3x5 Wind: 140 mph, h=24,7ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir), G' load duration factor=1,6, Truss designed for wind loads in the plane of the truss only. 1114111k 4 + LATERALLY BRACE TO ROOF DIAPHRAGM + 2X4 WEB BRACE REQUIRED. M-3x4 M-3x6 o M-5x10 M c 10 8�(fE��II 13 14_ o C M-5x10 M-1.5x3 M-6x8 11 20.25" M-3x5 M-3x8 C M-7x8(S) y ), 2651#@ ,, b +2442#@ y 4-00 3-10-04 3-01-12 3-01-12 3-10-04 4-00 1-00 22-00 WEDGE REQUIRED AT HEEL(S). 1-00 JOB NAME : 7-D POLYGON 7-D NH - C4 Scale: 0.1778 r-��.GJ,(<..\k JG [NRS FF6's WARNINGS: GENERAL NOTES,unless otherwise noted: yv //1.//f 1.Builder and erection contractor should be advised dal General Notes 1.This design is based only upon the parameters shown and is tar an individual 4 . =92,110P E f Truss: C4 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. 4 DES. BY: MJ 3.Additional temporary bredng to insure atebiity during construction 2.Design assumes the tap and bottom chords to be laterally braced at Is the responsibility o1 the erector.Additional permanent bracing of 2'e.c.and at 10'o.c.respectively unless braced throughout their length by ` 031010r- DES. 9/15/2014 the overall structure Is the responsibilityof the designer. continuous sheathing such as plywoodrequired sheathing(TC)and/or drywall(BC). / *�� building g 3.2x impact bridging or lateral bredng where shown++ id CC 4.No load should be applied to any component until after all bredng end 4.Installation of truss Is the responsibility of the respective contractor. 7 �OREGON,%_ 14 � " SEQ. : 6060798 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 TRANS ID: 408182 design loads be applied to any component. and are for"dry condition"of use. S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes hull bearing at all supports shown.Shim or wedge if Q 14 r 2 (�� fabrication,handling,shipment and Installation of components. necessary. -�`> I ILII I II II 11111 11111 11111 II 1 1111 ILII ILII a TPThIs design I/WTCA In BCSt,copiesfurnished bject to the of which will be furnishedns set forth byupon quest, a.7.Ines sashall dndde��Joist on Cennttetr GfnesDesign assumes adequate drainagee of truss, placed so their center MFR R►�� MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 190.FForrits b basic connector pisize of ste desilate In Inches.alus see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2.5e(•178) 184 3-5.1-266) 256 BC: 2x4 KDDF N1&BTR SPACED 24.0' 0.C. 2-3=(•261) 125 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12'OC. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. CON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' 0'- 0.0' -43/ 479V -121/ 292H 5.50' 0.77 WOOF ( 625) LL s 25 PSF Ground Snow (Pg) 7'- 9.5' -81/ 238V 0/ OH 5.50' 0.38 KDDF ( 625) Connector plate prefix designators: 7'• 11.7' -89/ 120V 0/ OH 1.50' 0.19 WOOF ( 625) C,CN,C18,CN18 (or no prefix) s CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (COND. 2: Design checked for nett-5 asfl uplift at 24 'oc soacina.l BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' T MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL s 0.017' @ 6'- 0.8' Allowed fac:U3reCi..MAX BC PANEL TL DEFL = •0.160' @ 4'- 1.5' Allowed 42' /1111) MAX HORIZ. LL DEFL = •0.003' @ 7'- 10,9MAX HORIZ. TL DEFL a •0.003' @ 7'• 10.9 NOTE: Design assumes moisture conendes nottoexceed 19'sat timeofmanu Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDLs4,2,BCOL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Tio thess dplaneed offor thewind trussoads onlP y• 4 0 o 0 u1 �� o 5 M-3x4 M-1.5x3 , ), >L 1-00 8-00 (PROVIDE FULL BEARING:Jts:2,5,41 �(.,` p P R OFF6s JOB NAME: 7-D POLYGON 7-D NH - J4 Scale: 0.3695 <`° G(NE /O_ GENERAL NOTES,unless otherwise noted: �� 5/ "9_ WARNINGS: t'92,,,,OPE r 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 /Truss: J 4 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsiblity of the building designer. 3.Additional temporary bracing to Insure stabiity during construction 2.Design assumes the top end bottom chords to be Merely braced at ��'. DES. BY: MJ Is the responsibility of the erector.Additionalpermanent bradng of 2'o.c.and at 10'o.c.respectively unless braced throughout their lenng�th by .. . po continuous sheathing such as plywood sheathing(TC)and/or dnywalftac). (� DATE: 9/15/2014 the overa8 structure Is the responsibnily of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON I'. 4.No load should be applied to any component until after ail bracing end 4.Installation of truss Is the responsibility of the respective contractor. Z �t! SEQ. : 6060799 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, design loads be applied to any component and are for'dry condition'of use. t�, TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the 6'eeeessassumes fog bearing at all supports shown.Shim or wedge If 4- -if b1 4' O(a S:' fabrication,handling,shipment and Installation of components. 7.Design sumes adequate drainage Is provided. M R`�� 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11113 VIII VIII 1111 11 1 II(III(III((III 111 11 MiTek USA,Inc./CompuTrus CA In BCSI,copies of (Software 7.6.6(1 L)-E ch will be furnished upon request. 1e with joint center lines. 0.(ines For basic wort ectorof ple etdesign�values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by . PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WA/DDF262) 00 BC: 2x4 KDDF H16BTR SPACED 24.0' O.C. 1.2=( 0) 80 2.6=(-147) 182 3.6=(•262) 212 WEBS: 2x4 KDDF STAND 3.4o(•347) 125 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 3.4=(-327) 127 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4.5=(•159) 0 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0' 23.7' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'• 0.0' -43/ 449V -140/ 398H 5.50' 0.72 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 9.5' -58/ 230V 0/ OH 5.50' 0.37 KDDF ( 625) M,M20NS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'• 11.7' -327/ 410V 0/ OH 1.50' 0.53 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for nett-5 nsf) uplift at 24 'oc swine.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T MAX TLMAX CREEP DEFL = -0.003' @ -1' - 0,0' Allowed = 0.133' MAX LL DEFL = -0.039' @ 9'- 11,7' Allowed = 0.197' MAX TL CREEP DEFL = -0.047' @ 9'- 11.7' Allowed = 0.263' MAX TC PANEL LL DEFL = -0.028' @ 6'• 8.1' Allowed = 0.350' MAX BC PANEL TL DEFL = -0.157' @ 4'- 1.5' Allowed = 0.472' MAX HOAIZ. LL DEFL = -0.007' @ 7'. 10.9' MAX HORIZ. TL DEFL = •0.007' @ 7'- 10.9' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Desin esistin 12 system andforms componentstoiand wlcladding rcriteria. 12.00 7 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), v load duration factor=l.6, Truss designed for wind loads M-3x5 c in the plane of the truss only, 0 co 0AllIal\ibi Ktk++ 0"1' rw.1.IMIMMMMMIMIMIIMIIMMII.011 -/ M-3x4 M-1.5x3 6 y ), 1, 1, 1-00 8-00 1-11-11 LPROVIDE FU B AAING,; te•9 a e1 JOB NAME' 7-D POLYGON 7-D NH - J5 �e�,ED PRoFFrS Scale: 0.3043 ,�� /j�1� s/O WARNINGS: GENERAL NOTES,unless otherwise noted: CV l5 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an individual c' ^92 s O P E �r Truss: J5 end Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bradng must bo Installed where shown+. Incorporation of component Is the responsibility of the building designer. DES. BY: MJ 3.Additional temporary bracing to Insure stebiity during construction • etlon 2.Design assumes the top and bottom chords to be laterally braced et Is the responsibility of the erector.Additional permanent bracing of 2o.c.and at 10'o.e,respectively unless braced throughout their length by -40100...', DATE: 9/15/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). `rl.- e 3.2x Impact bridging or lateral bracing required where shown++ Q S EQ 6060800 4.No load should be en to any component until after a0 bracing end 4.Installation of truss Is the onsldlie of the respective contractor. 7G ,ryQ�REGQ O� fasteners ere complete end et no lime should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, !' a TRANS I D• 408182 design loads be applied to any component. end are for"dry condition"of use. A./ S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if % 14 2 A.4 fabrication,handing,shipment and Installation of components. NP necessary. ,1 f- 6.This design is furnished subject to the irritations set forth 7.Design halt be located satedon adequate drainage Is provided. 'v/ p `�� I IIIIII VIII II I VIII VIII VIII VIII IIII IIII TPIANTCA In SCSI,copies of which wit be furnished uponquest. 8 nets coincide with joint entetr geesB. e of truss,end placed so their center rl MITek USA,InC./ComlpuTfus Software 7.6.6(1L)-E late In inches. 10.For ibasits c connectecate size r plate design values see ESR-131 1,ESR-1988(MiTek) EXPIRES:12/31/2015 This IFIC LUdesigMBERn pre-Bpared from computer input by LII�IIIIIIII�II C TRUSS SPAN 11'- 11,7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 IC: 4PHOIFICATI#1TRANDRS LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2.6=(-141) 172 3.6=(-248) 204 BC: 2x4 HOOF BC: 2x4 HOOF &BSPACED 24.0' O.C. 2.3=(-399) 303 3-4=(•378) 313 WEBS: 2x4 KDDF STAND LOADING 4.5=(•124) 88 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) OVERHANGS: 12.0' 0,0' LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -36/ 464V -183/ 440H 5.50' 0.74 KODF ( 625) Connector plate prefix designators: 7'- 9.5' -81/ 220V 0/ OH 5.50' 0.35 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL0.43 KDDF ( 625) 1 7'- 10.9''- 11.7" -263/263/ 34V 0/ OH 1.50'334V 0/ OH 1.50' 0. 3 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP (COND. 2: Design checked for net(-5 ssfl uplift at 24 'oc spacing.1 11 11-11 AND BOTTOM CHORD LIVE LOADS ACT NON•CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1' MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' -, MAX TL CREEP DEFL = .0.003' @ •1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.021' @ 2'- 0.7' Allowed = 0.343' MAX BC PANEL TL DEFL = -0.158' @ 4'- 1.5' Allowed = 0.472' MAX HORIZ. LL DEFL = -0.009' @ 11'- 10.9' MAX HORIZ. TL DEFL = -0.009' @ 11'- 10.9' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce.resisting system and components and cladding criteria. Wind: 140 mph, h=25.2ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, t2,DD Truss designed for wind loads ,� in the plane of the truss only. 4 0 N M-3x5 fy t7 c. int r2mnimmommimm101momomid: 0 M-3x4 M-1.5x3 L. y )' ). 1-00 8-00 3-11-11 (PROVIDE FULL BEARING:as:2.5.4,51 ��,Rt4 PR ope JOB NAME: 7-D POLYGON 7-D NH - J6 Scale: 0.2702 �`' G1N, 0 �� )eX N WARNINGS: GENERAL NOTES,unless otherwise noted: _92 S OP E ti' r 17 1.Builder and erection contractor should be advised of an 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 �' / Truss J 6 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsiblity of the building designer. • 3.Additional temporary bracing to Insure stebii Burin construction 2.Design nd assumes the top end bottomless chordsr co be hrougho braced at ty e 401101. 2'o.o end at 10'o.e,respaetWaty unless breeed lhrouphout their len U by `7/m►:- DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). ® pREGON �(/� DATE: 9/15/2014 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. SEQ. : 6060801 fasteners are complete and at no lime should any bads greater than 5.Design assumes trusses are to be used In a non-corrosNe environment, `/ � N A} design loads be applied to any component. and are for"dry condition"of use. 6 k 14- 6.Design assumes lug bearing at 50 supports shown.Shim or wedge If TRANS I D: 408182 5.CompuTrus hes no control over and assumes no responsibi0y for the necessary. MFR R t�k- fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 8 TThis design PIIWTCA furn nished subject to the willl be tarnishens t forth upor quest. 8 lineses shall be locatcoincide with)olnt on bot faces of buss,and placed so their center 1 111111 VIII VIII VIII VIII III 1111 (III MITek USA,lnc./CompuTrus Software 7.6.6(1 L)-E 10.Digitsr basic connectorof plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 . TC: 2x4 KDDF 1$18BTR LOAD DURATION INCREASE = 1.15 1.20( 0) 80 2.6=(-148) 176 3-6=(.253) 213 BC: 2x4 KDDF N18BTR SPACED 24.0. O.C. 2.3=(-328) 247 WEBS: 2x4 KDDF STAND 3-4=(-308) 256 LOADING 4.5=( -89) 62 IC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON, DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' LOCATIONS REACTIONS REACTIONS SIZE SO.IN, (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'. 0.0' -38/ 468V -167/ 402H 5.50' 0.75 KDDF ( 625) Connector plate prefix designators: 7'- 9.5' -81/ 225V 0/ OH 5.50' 0.36 KDDF ( 625) C,CN,C18,CNI8 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 10.9' -223/ 287V 0/ OH 1.50' 0.37 KDDF ( 625) M,M20HS,M1811S,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 0.0' -64/ 85V 0/ OH 1.50' 0.14 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 nsf) uplift at 24 'oc spacing,/ 11 00 AND BOTTOM CHORD LIVE(LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' -/ MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX IC PANEL LL DEFL = 0.018' @ 2'- 0.7' Allowed = 0.343' // MAX BC PANEL TL DEFL = -0.158' @ 4'- 1.5' Allowed = 0.472' MAX HORIZ. LL DEFL = -0.007' @ 10'- 11.2' MAX HORIZ. TL DEFL = -0.007' @ 10'- 11.2' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 12 /r Wind: 140 mph, h=24.7ft, TCDL=4.2,8101=6.0, ASCE 7.10, 12.00 7 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, w Truss designed for wind loads o in the plane of the truss only. do o M-3x5 ff 0 o `� o M-3x4 M-1.5x3 ), ), y J, 1-00 8-00 3-00 (PROVIDE FULL BEARING:Jts:2,6,4.51 JOB NAME : 7-D POLYGON 7-D NH - J7 'C��O PR�FFs Scale: 0.2881 (�.//b7; �IQp �r7 WARNINGS: GENERAL NOTES,unless otherwise noted: PE -� 1.Builder and erection contractor should be advised o1 all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 4t' a 92)0P E ti' Truss: J7 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web braving must be installed where shown+. incorporation of component Is the responsibility of the building designer. /Age . 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by r Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathin C and/or d gg ! �!- p(r ) ryvrell(BC). DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ f �Q 4.No load should be appaed to any component until after all bracing end 4.Installation of truss Is the responsldtlty of the respective contractor. '37 A_OREGON p, .cy" SEQ. : 6060802 fasteners are complete and et no lime should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, 4? \ design loads be applied to any component. and are for"dry condition"of use. �O 9 y 1 4 2� ��- TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes wit bearing et all supports shown.Shim or wedge If fabrication,handling,shipment end Installation of components. Dnesign as. MFR R I L v 6.This design Is furnished subject to the Imitations set forth 7.Plates assumes adequate one dth fac a isprovided.s IIIIII VIII VIII VIII VIII IIID VIII IIII IIII 0 1 by 8.Plates shall be located both faces of truss,and placed so their center TPINJfCA In SCSI,copies of which will be furnished upon request. Ones coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(114-E 10.For basic connector plate design values see E5R-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=) 0) 80 2.6=(-65) 115 6-5=( 0) 23 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3=(-213) 0 5.7=(-B4) 145 5-3=( 0) 71 WEBS: 2x4 KDDF STAND 3.4=( -23) 40 3.7=(-161) 93 LOADING TC LATERAL SUPPORT <= 12'OC. MON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. MON. 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) OVERHANGS: 12.0' 0,0' 0'- 0.0' -29/ 380V -61/ 161H 5.50' 0.61 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10,9' •148/ 91V 0/ OH 1.50' 0.15 KDDF ( 625) Connector plate prefix designators: 8'- 0.0' 0/ 116V 0/ OH 5.50' 0.19 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND, 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.( BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 3-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0,100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed e 0.133' 1' MAX LL DEFL = -0.007' @ 2'- 9,2' Allowed = 0,170' -1 MAX TL CREEP DEFL = •0,011' @ 2'- 9.2' Allowed = 0.226' MAX LL DEFL = 0.000' @ 0'- 0,0' Allowed = 0.178' /12 MAX BC PANEL TL DEFL = -0.034' @ 5'- 0.2' Allowed = 0.290' MAX HORIZ. LL DEFL = 0.011' 0 7'- 7.6' MAX HORIZ. TL DEFL = 0.014' @ 7'- 7.6' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture.o Design conforms to main windforce-resisting rn system and components and cladding criteria. 0 m Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. vt=omp IN N- M-1.5x3L111700 o * * * 2-09-04 5-02-12 * * * * 1-00 2-11 8-00 5-01 (PROVIDE FULL BEARING:Jts:2,4,71 Ivo PR OFFS JOB NAME: 7-D POLYGON 7-D NH - J8 5� GINEA '�'/ Scale: 0,5252 �7. x`7/151�A 02' WARNINGS: GENERAL NOTES,unless otherwise noted: �' 1 17, 9' 1.Builder and erection contractor should be advised of at General Notes 1.This design Is based only upon the parameters shown end Is for an individual CC' •P E r and Warnings before construction commencess, building component.Applicability of design parameters and proper � / Truss: J 8 Incorporation of component Is the responslbily of the building designer. 2.2x4 compression web bradng must be Installed where shown+- 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stodgy during construction 2'o.e.and at 10'e.a respectively unless braced throughout their len th by `�,,_ �. DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(rC)and/or drywall(BC). DATE: 9/15/2014 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 a6 bracing and 4.Installation of truss is the responsidhy Y of the respective contractor. -7 OREGON t(/4 SEQ. : 6060803 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used Ina non-corrosive environment, L: 'if 0'\ design loads be applied to any component. end arefor"dry condition"of use. .O } 1 4 2 A'� TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes till beaming at all supports shown.Shim or wedge If �C F; fabrication,handling,shipment and Installation of components. Designneassumescessary. >R R I L1! 0 P P 7. lates adequateated drainage is mos, . 6.This design is furnished subject to the imitations set forth by 9.Plates shall be located on both faces Ditties,and placed so their center 11 I 11 II III I III I VIII II II II II II III) TPINVECA In BCSI,copies of which will be furnished upon request. g Digits indicate joint of plate Inrinches. 10. MITek USA,InC./COmpUTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1986(MITek) EXPIRES:12/31/2015 111 1111111 This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 . TC: 2x4 KDDF 918BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2.6=(-122) 184 6.5=( 0) 23 BC: 2x4 KDDF H18BTR SPACED 24.0. O.C. 2.3=(-284) 43 5-7=(-157) 234 5-3=( 0) 71 WEBS: 2x4 KDDF STAND 3.4=( .87) 73 3-7=(-259) 174 LOADING TC LATERAL SUPPORT <= 12.00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. 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 SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' 0'- 0.0' -26/ 435V -90/ 224H 5.50' 0.70 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.9' -136/ 125V 0/ OH 1.50' 0.20 KDDF ( 625) Connector plate prefix designators: 8'- 0.0' -13/ 155V 0/ OH 5.50' 0.25 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (GOND. 2: Desisn checked for net(-5 psfl 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 LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' 5-11-11 MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' T T MAX LL DEFL = 0.012' @ 2'- 9.2' Allowed = 0.270' -, MAX TL CREEP DEFL = -0.016' @ 2'- 9.2' Allowed = 0.359' MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.078' MAX TL CREEP DEFL = 0.000' @ 0'- 0.0' Allowed = 0.105' ii MAX HORIZ, LL DEFL = -0.019' @ 7'- 7.6' 12 MAX HORIZ, TL DEFL = 0.022' @ 7'- 7.6' NOTE: Design assumes moisture content does 12.00 7 not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. to M-4x6 0 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, c (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 'n Truss designed for wind loads 1 in the plane of the truss only. c�o ..7 c ��AIN m mE M 3x4 cs M-1.5x3 0 ._' 6 0 M-3x4 M-3x5 /, J. 1' 2-09-04 5-02-12 ). /, /, 1-00 2-11 8-00 5-01 (PROVIDE FULL BEARING:Jts:2.4.71 JOB NAME : 7-D POLYGON 7-D NH - J9 ..0v- PRo,�ess Scale: 0.4115 5 O(5N� �p WARNINGS: GENERAL NOTES,unless otherwise noted: <., v hh�rrr��I/ -7 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is loran Individual C' ^92 s•P E r Truss: J9 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 responslbiily of the building designer. 3.Additional temporary bracing to Insure stobiity during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ2'o.c.end at 10'o.c.respectively unless braced throughout their length by t/�� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/ordrywal1BC). �r� DATE: 9/15/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown c c C 0 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 ,�-OREGON A �4(, SEQ. : 6060804 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, G design loads be applied to any component. and are for'dry condition'of use. / -<4. 2.0 .4 TRANS I D: 408182 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at a%supports shown.Shim or wedge if 4 - nfabrication,handling,shipment and Installation of components. Designeassumes. _ MFR R I` - 7. lates adequate one gndrafurnished faces of truss,and placed so their center 11111111111111111 VIII VIII VIII VIII 1111(III TPInNTCA In SCSI,copies of which furnished upon request. Digitsgindicate withjointof pate in I nche. 9. Indicate size of plate in lnehes. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF kl&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(•216) 270 6-5=( 0) 23 BC: 2x4 KDDF g16BTR SPACED 24.0' 0.C. 2.3=(-354) 75 5-7=(•277) 344 5.3=( 0) 71 WEBS: 2x4 KODF STAND 3.4=(•158) 118 3.7=(.380) 306 LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' 0'- 0,0' -44/ 476V -121/ 292H 5.50' 0.76 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 7.6' -51/ 201V 0/ OH 5.50' 0.32 KDDF ( 625) Connector plate prefix designators: 7'- 11.7' •120/ 162V 0/ OH 1.50' 0.26 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, 'COND. 2: Design checked for net(-5 nsf) uplift at 24 'oc spacine,l BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002' @ -1'• 0.0' Allowed = 0.100' 7-11-11 MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = 0.020' @ 2'• 9.2' Allowed = 0.354' T MAX TL CREEP DEFL = -0.023' @ 2'- 9.2' Allowed = 0.472' 0' MAX HORIZ. LL DEFL = -0.031' @ 7'• 7.6' 0 MAX HORIZ. TL DEFL = 0.032' @ 7'. 7.6' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 12 12.00 7 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed far wind loads in the plane of the truss only. 0 M-4x6 A co F19 07 c L M-3x4 o M-1.5x3 6 C - M-3x4 M-3x5 y y 1, 2-09-04 5-02-12 , y y y 1-00 2-11 8-00 5-01 'PROVIDE FULL BEARING:Jts:2.7,41 �`�Q`to P R OPeso JOB NAME : 7-D POLYGON 7-D NH - J10 Scale: 0,3375 \� '(1//5/PTY GI" 6., Scale: GENERAL NOTES,unless otherwise noted: 4� �. �J�l 'v9 1.Builder and erection contractor should be advised of all General Notes 1.Thin design Is based only upon the parameters shown and Is for an individual CC' o� P E { and Warnings before construction commences. building component.Applicability of design parameters end proper Truss: J 10Incorporation of component is the responsibltty of the building designer. ' 2.2x4 compression web bracing must be Installed where shown+. 2.Design assumes the top end bottom chords to be laterally braced at ��a�. 3.Additional temporary bracing to Insure stability during construction 4�/raa�.. DES. BY: MJ Is the responsibility of the erector.Additionalpermanent bracing of 2'ex.and at 10'o.n.respectively unless braced throughout their le th by we, po ty continuous sheathing such as plywood sheathing(TC)and/or drywaiC). Ct.DATE: 9/15/2014 the overall structure Is the responsibility cite building designer. 3.2x Impact bridging or lateral bracing required where shown++ L OREGON SEQ. : 6060805 4.No load should be applied to any component until after ail bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 ., b, t fasteners are complete end at no time should any loads greater than 5.Design assumes busses are to be used In a non-corrosive environment. /� (" 2 design loads be applied to any component. end are for'dry condition"of use. [J y 14 TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge If pp 1 A`: fabrication,handing,shipment and installation of components. 7.Design umes adequate drainage is provided. 4 "R R 11-� V. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III'II II III I VIII'III VIII VIII'III'III TPINyrCA in SCSI,coplea of which will furnished upon request. Dsigs coincidecwith I centerlines. I 9.Digitsindicate ndtsize ofjointplateo inches. MITek USA,Inc.JCompUTrus Softwafe 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MITek) EXPIRES:12/31/2015 111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1 00 IC: 2x4 KDDF /118BTR LOAD DURATION INCREASE = 1.15 1.2= ( ) ( 0 ' BC: 2x4 KDDF N18BTR SPACED 24.0' O.C. ( 0) 80 6-8= -268 270 6-3= 0) 231 WEBS: 2x4 KDDF STAND 3.46(-354) 75 6-8=(-267) 344 6-3=( 0) 71 3.4=(-199) 118 3-8=(•380) 295 LOADING 4-5=( •43) 0 IC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 6.5' LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) LL = 25 PSF Ground Snow (PO) 0'• 0.0' -44/ 473V -126/ 322H 5.50' 0.76 KDDF 625) ODE ( Connector plate prefix designators: 7'- 7.6' -52/ 200V 0/ OH 5.50' 0.32 ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7' -172/ 213V 0/ OH 1.50' 0.27 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ( ) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.( AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 8-06-08 MAX LL DEFL = -0.002' @ .1'- 0.0' Allowed = 0.100' T MAX TL CREEP DEFL a •0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = 0.019' @ 2'- 9.2' Allowed = 0.354' MAX TL CREEP DEFL = -0.023' @ 2'- 9.2' Allowed = 0.472' MAX LL DEFL = -0.000' @ 8'- 6.5' Allowed = 0.054' MAX TL CREEP DEFL = -0.000' @ 8'• 6.5' Allowed = 0.072' 0 MAX HORIZ. LL DEFL = •0.030' @ 7'- 7.6' MAX HORIZ. TL DEFL = 0.032' @ 7'- 7.6' NOTE: Design assumes moisture content does 12 not to exceed 1996 at time of manufacture. 12.007 Design conforms to main windforce•resisting system and components and cladding criteria. a Wind: 140 mph, h=23.5ft, TCDL=4.2,BCOL=6.0, ASCE 7.10, a (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), a load duration factor=1.6, o Truss designed for wind loads M-4x6 in the plane of the truss only. illIlliii MMF ..,, 0 '" rid.J . o M-3x4 0^ M-1.5x3 o _ 7 a M-3x4 M-3x5 0 1' 1- 1, 2-09-04 5-02-12 1' 1' 1' 1, t-001, 2-11 5-07-08 1, , 8-00 0-06-08 (PROVIDE FULL BEARING t 8 41 JOB NAME: 7-D POLYGON 7-D NH - J11 Scale: 0.3073 �5'<°' PNE[�F�Ss/p WARNINGS: GENERAL NOTES,unless otherwise noted: �� `7115117 -17 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 4 ^9 SOP E f Truss: J11 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 responsibtiy of the building designer. 3.Additional temporary bracing to Insure stabmy during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.such astivey unless braced throughout their le th by `rte• �j�/� the overall sWcture Is the responsibility of the buildingdesigner. continuous sheathing such plywood required sheathing(TC)and/or drywaii C). /' 1:Z.DATE: 9/15/2014 Po H g 3.2x Impact bridging or lateral bracing where shown++ 0 SEQ. : 60608064.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. .OREGON iii non-corrosivefasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a environment, �/- hJ Nt"' A. TRANS I D• 408182 design loads be applied to any component. and are for"dry condition'of use. / Y 2� Q} • 5.CompuTrus hes 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. 7.necessary. provided. - 6.This design is furnished subject to the imitations set forth by e,Platesshallbe located assumes gone both drainage is of truss,end placed so their center R RIO- ch lin int IIIIII II II IIIIII III IIIIII)(IIII III IIIIill be furnished upon MTITe USA, nc.fIMITCA in C iTipuTrus(Software 7.6.6(1 L)E request. 10.For basic cos coincide nectorwith joplateenter design values see ESR-1311,ESR-1999(MiTek) 9.Digits indicate size of plate in Inches. EXPIRES:12/31/2015 1/4 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'• 0.0' IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1.2=(-29) 14 1.3=(0) 0 BC: 2x4 KDDF q1&BTA SPACED 24.0' O.C. WEBS: 2x4 DF STAND LOADING BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 1'• 0.0' -27/ 215V 0/ 27H 5.50' 0.32 KDDF ( 625) TOTAL LOAD = 42.0 PSF 3'- 9.2' 0/ 38V 0/ OH 5.50' 0.06 KDDF ( 625) Connector plate prefix designators: t2 4'. 0.0' -36/ 84V 0/ OH 1.50' 0.13 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 4.0017 LL = 25 PSF Ground Snow (Pg) M,M20HS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psfl uplift at 24 'on spacing.) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 JT 1: Heel to plate corner = 5.25' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = -0.004' @ 0'- 0.0' Allowed = 0.100' BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003' @ 0'• 0.0' Allowed = 0.133• AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAMAX TC PANEL TL DEFL = -0.010' @ 2'- 7.0' Allowed = 0.274' MAX HORIZ. LL DEFL = -0.003' @ 3'• 11.2' MAX HORIZ. TL DEFL = 0.003' @ 3'- 11.2' NOTE: Design assumes moisture content does -1 not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. If Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Al (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), In load duration factor=l.6, Truss designed for wind loads 0 in the plane of the truss only. u,,,,_ I II 0 Ili -> o, 4 3 2},(::. M-3x8 M-3x6 WEDGE REQUIRED AT HEEL(S). (PROVIDE FULL BEARING:Jts:4.3.21 y y 3-00 y y 4-00 e_00 P R Ore, Ne JOB NAME: 7-D POLYGON 7-D NH - E2sale: 0.9141 � �/("'1� WARNINGS: GENERAL NOTES,unless otherwise noted: kr -17 92 P E 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 en Individual Truss• E 2and Warnings before construction commences. building component.Applicability of design parameters and proper 2.254 compression web bracing must be installed where shown+• incorporation of component Is the responslbiily of the building designer. 3.Additional temporary bracing to Insure stabiily during construction 2.Design assumes the top and bottom chords to be laterally braced at 41'� mpo 2'o.c.and al 10'o.c.respectively unless braced throughout their lenrg�pth by `•L•o.. DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathtng(TC)and/or drywall(BC). DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON G � CC 4.No load should be applied to any component until aver an bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 /� ZOO **- necessary. E" SEQ. : 6060811 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, A. design loads be applied to any component and are for"dry condition'of use. TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the 6.Designassumes full bearing at all supports shown.Shim or wedge If Q 1 4" �P fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided. >R R(L 6.Tills design Is furnished subject to the imitations set forth by 6.Plates shall be located on both laces of truss,and placed so their center lI/W7CA in SCSI,copies of wh be upon IIIIII VIII IIID III I(III)VIII VIII ill MTe USA,Inc./CompuTrus(Softch (ware 7.6.6(1 L)E request. es. 0.lines FDigits basic connector plate design values see ESR-1311,ESR-1956(MiTek) EXPIRES:12/31/2015 IIIII 11 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0' TC: 2x4 KDDF CUM LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER1FO 0) 80 2.2.4=(40(0)0) 0q=1.00 BC: 2x4 F M1&BTR SPACED 24.0' O.C. 2-3=(-68) 51 0 KDD TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HOAZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'. 0.0' -62/ 302V -32/ 99H 5.50' 0.48 KDDF ( 625) Connector plate prefix designators: 1'- 9.2' -34/ 29V 0/ OH 5.50' 0.05 KDDF ( 625) C,CN,C18,CN18 or no prefix) = orspuTrusLL = 25 PSF Ground Snow (Pg) i'- 11.7' -34/ 46V 0/ OH 1.50' 0.07 KDDF ( 625) ( p , Inc M,M2OHS,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: DesiOn checked for net(-5 psfl uplift at 24 'oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.003' @ -1'- 0.0' Allowed = 0.100' 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = •0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = -0.002' 9 1'- 2.9" Allowed = 0.147' MAX BC PANEL TL DEFL = -0.002' @ 1'- 0.1' Allowed = 0.072' 12 MAX HORIZ. LL DEFL = 0.000' 9 1'- 10.9' 12.00 7 MAX HORIZ. TL DEFL = -0,000' @ 1'- 10.9' NOTE: Design assumes moisture content does ._,r not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. I Wind: 140 mph, h=20.2ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, r Truss designed for wind loads 4- in the plane of the truss only. 0 N el.,- 0 12)0 o� 4� M-3x4 y y .)- 1-00 2.00 'PROVIDE FULL BEARING;Jts:2,4,31 0 PR JOB NAME : 7-D POLYGON 7-D NH - SJ1 Scale: 0.6686 ��54,•0; NEF�s`r/p WARNINGS: GENERAL NOTES,unless otherwise noted: w '''15/ 17 1.Builder and erection contractor should be advised dell General Notes 1.This design Is based only upon the parameters shown end Is for en Individual C' 0 92IOP QP E r Truss: SJ 1 and Warnings before construction commences, building component.Applicability of design parameters and proper /// 2.204 compression web bracing must be Installed where shown.. Incorporation of component Is the responsiblity of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to bo laterally braced at DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at ea o.c.ouch a respectively unless braced throughout their length by `r ��' continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / Q DATE: 9/15/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.+ A r'1 4.Na load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7A_OREGON t(/ S E Q " - v ,` design loads be applied to any component. and are for"dry condition"of use. / q 2� A� TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at alt supports shown.Shim or wedge If O 14, V. fabrication,handling,shipment and installation of components. necessary. s provided. 6.This design Is furnished subject to the imitations set forth by 8.Platesshallbe locateassumes d on both faceslof truss,end placed so their center � �R �� I'IIIII II II IIIII III I IIIII II II IIIII IIII IIIIurnished upon MTe USA,InC./CompuTru INVTCA In BCSI,copies of iSoftw och win be f 7.6.6(1L)-E request. 10.Fors is code with nectoroint center Ines. plate design values see ESR-1311,ESR-1988(MiTeW 9.Digits indicate size of plate In Inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF A13BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2.40(0) 0 BC: 2x4 KDDF k168TR SPACED 24.0' 0.C. 2.3=(-109) 94 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -31/ 322V -61/ 16tH 5.50' 0.52 KDDF ( 625) 1'- 9.2' -17/ 64V 0/ OH 5.50' 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7' -85/ 108V 0/ OH 1.50' 0.17 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 nsfl uplift at 24 'oc ssacino.l REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0,002' @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'. 0.0' Allowed = 0.133' MAX BC PANEL LL DEFL = 0.003' 0 1'- 0.1' Allowed = 0.054' -/ MAX BC PANEL TL DEFL = 0.003' @ 1'- 0.1' Allowed = 0.072' 12 MAX HORIZ. LL DEFL = -0.001' 0 3'- 10.9' MAX HORIZ. TL DEFL = -0.001' @ 3'- 10.9' 12.00;27 0 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, a (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4 Truss designed for wind loads o 4 in the plane of the truss only. 4 cp.,- eel g oV M-3x4 ; y y y 1-00 2-00 1-11-11 (PROVIDE FULL BEARING:Jts:2.4.31 1 ss JOB NAME: 7-D POLYGON 7-D NH - SJ2 Scale: 0.5749 \�CI � G(" WARNINGS: GENERAL NOTES,unless otherwise noted: kr 'li51 1.; 1.Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown end Is for an Individual 9 Z t•P E end Warnings before construction commences. building component.Appncabialy of design parameters and proper Truss: .SJ 2incorporation of component Is the responsibmly of the building designer. 2.2x4 compression web bradng must be instated where shown�. 2.Design assumes the top and bottom chords to be laterally braced at � � 3.Additional temporary bracing to Insure staNrdy during construction 2 o.e.and at 10'o.e.respectively unless braced throughout their length by r. . ®DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood eheathing(TC)and/or drywaillC). DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. 3.a Impact bridging or lateral bracing required where shown+« y OREGON (CC 4.No load should be applied to any component until after at bracing and 4.Installation of truss Is the responsibility of the respective contractor. S E:Q. : 6060813 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. 4- 4i.�, 2.0 i....�� design loads be applied to any component and are for-dry condition'of use. O 1 4 P TRANS I D: 40 8182 5.CompuTrus has no control over and assumes no responsibility for the 6' ar assumes fun bearing at ell supports shown.Shim or wedge If p 4 fabrication,handling,shipment and Installation of components. 7.Design sumes adequate drainage Is provided. MFR R 1.0 - 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center .. (III I II VIII VIII VIII VIII VIII(III(III TPIM?CA In SCSI,copies of which will furnished upon request. Di lines coincide lictwith joint ate In nche. S.Digits Indicate size of plate tIno Inches. MITek USA,Ina/CompuTrus Software 7.6.6(11)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k18BTR LOAD DURATION INCREASE = 1.15 1.2=) 0) 80 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2.3=(-167) 136 TC LATERAL SUPPORT <= 12.0C. UON. LOADING BC LATERAL SUPPORT <= 12.00. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' •24/ 308V -90/ 224H 5.50' 0.49 KDDF ( 625) Connector plate prefix designators: 1'- 9.2' -90/ 171V 0/ OH 5.50' 0.27 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (P9) 5'- 11.7' -128/ 165V 0/ OH 1.50' 0.26 KDDF ( 625) M,M2OHS,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: Desian checked for nett-5 nsf) uplift at 24 'oc spacinB,l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = •0.003' @ -1'- 0.0' Allowed = 0.133' MAX BC PANEL LL DEFL = 0.006' @ 1'- 0.1' Allowed = 0.054' MAX BC PANEL TL DEFL = -0.005' @ 1'- 0.1' Allowed = 0.072' ��/ MAX HORIZ. TL DEFL = -0.002' @ 5'- 10.9' NOTE: Design assumes moisture content does 12 not to exceed 19% at time of manufacture. 12,00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=l,6, Truss designed for wind loads 0 in the plane of the truss only. 0 m t7 o olifjIIMIIIMI 0 o �� 4�� -v M-3x4 1, y y y . 1-00 2-00 3-11-11 1PROVIDE FULL BEARING:Jts:2,4.31 JOB NAME : 7-D POLYGON 7-D NH - SJ3 ��, o PROFFss Scale: 0.4550 , X7//5N/An ��2 WARNINGS: GENERAL NOTES,unless otherwise noted: 2 5 P E 1.Builder and erection contractor should be advised of ell General Notes 1.This design Is based only upon the parameters shown and Is for an Individual CC' 0 9G,0 P E r Truss: SJ 3 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. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. B Y: Mn.) 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 ,.!,App,,,, ��a DATE: 9/15/2014 p y a designer. continuous sheathing such as plywood required ing(TC)and/or drywall C. / Q the overall structure Is the res onsiblli of the building 3.2x Impact bridging or lateral bracing where shown+ 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsiblity of the respective contractor. 'V FREGON <(j SEQ. : 6060814 fasteners are complete and et no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment ` 2f 2 '\�� design loads be applied to any component and ere tar"dry condition"of use. TRANS I D: 408182 5.CompuTrus has no control over and assumes no respanslWlity for the 6.Design assumes full beefing at all supports shown.Shim or wedge If O Y 14 Q` fabrication,handling,shipment and Installation of components. necessary. � �n`L 6.This design Is furnished subject to the Irritations set forth 7.Plates assumes adequate botdrah face is f runs,and 1"7 I IIIIII II II VIII VIII VIII VIII VIII IIII IIII by 8.Plates shall be located on both faces of truss, placed so their center TPIIWTCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center Ines. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E910. ate In inches. Forrits Incate size ofbasicconnector plc a design values see ESR-1311,ESR-19e8(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1.00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1-2=(-109) 95 1.3=(0) 0 BC: 2x4 KDDF N168TR SPACED 24.0' O.C. TO LATERAL SUPPORT <= 12'0C. UON. LOADING BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0' -27/ 128V -53/ 114H 5.50' 0.21 KDDF ( 625) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 1'- 9.2' -44/ 83V 0/ OH 5.50' 0.13 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 3'- 11.7' -89/ 111V 0/ OH 1.50' 0.18 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Desion checked for net(-5 osf) uplift at 24 'oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX BC PANEL LL DEFL = 0.003' @ 1'- 0.1' Allowed = 0.054' BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = 0.003' @ 1'- 0.1' Allowed = 0,072' 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. -, MAX HORIZ. LL DEFL = -0.001' 9 3'• 10.9' 12.00 MAX HORIZ. TL DEFL = -0.001' 9 3'- 10.9' NOTE: Design assumes moisture content does ') not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,8CDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads '-- in the plane of the truss only. 4 0 v 0.F- 0 c M-3x4 1, y y 2-00 1-11-11 )PROVIDE FULL BEARING:sits:1.3.Rj JOB NAME: 7-D POLYGON 7-D NH - SJ4 Scale: 0.5816 \CJS . CaPNOF�ss% WARNINGS: GENERAL NOTES,unless otherwise noted: 1 1.Builder 2neS l der 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 =921SPE E f and Warnings before construction commences. building component.Applicability of design parameters end proper Truss: SJ 4 2.2x4 compression web bradng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. I'� 3.Additional temporary bradng to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 41/0•,' DES. BY: MJ is the responsibility of the erector.Additionalpermanent bradng of 2'c.c.and at 10'o.c.respectively unless braced throughout their le th by `,�,. _ po h' continuous sheathing such as plywood sheathing(TC)andfor drywallC). -IR ��". DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. 3.2x impact bridging or lateral bradng required where shown++ OREGON 4.No load should be applied to any component until after an bradng and 4.Installation of truss Is the responsibility of the respective contractor. '� _ SEQ. : 6060815 fasteners are complete and at no lime should any toads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, `. ON design loads be applied to any component. and arefor"dry eondltion"of use. Q 1 4, Z t�4 TRANS I D: 40818 2 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If d fabrication,handling,shipment and Installation of components. necessary. MOi.n'.r �. ng, Po 7.Design assumes adequate drainage Is provided. rll rt b 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be locatedonboth faces of truss,and placed so their center .. IANTCA in BCSI,copies of ch ll be furnished upon lines colndde with joint nter Ines. 1111111111111111111111 MTe USA,Inc./CompuTrus ISoftware 7.6.6(1 L)E request. 1Q For basic ectoroplatedesign values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 • I IIIIII I IIIII This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7' TC: 2x4 KDDF 818BTfl LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WA/DDF/Cq=1.00 BC: 2x4 KDDF A16BTR SPACED 24.0' O.C. 1-20(-167) 136 1.3=(0) 0 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA DL ON BOTTOM CHORD 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -19/ 141V -82/ 177H 5.50' 0.23 KDDF ( 625) C,CN,C18,CNI8 (or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF 1'- 9.2' -130/ 194V 0/ OH 5.50' 0.31 KDDF 625 M,M2OHS,M18HS,M16 MiTek MT series 5'- 11.7• -130/ 156V 0/ OH 1.50' 0.27 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psi) uplift at 24 •oc spacing.( REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX BC PANEL LL DEFL = 0.006' @ 1'- 0.1' Allowed = 0.054' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = -0.006' @ 1'- 0.1' Allowed = 0.072' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.002' @ 5'• 10.9' MAX HORIZ, TL DEFL = -0.002' @ 5'- 10.9' 12 �) not EtpOexceedal9%mat timees tofemanufacturcontent deess 12.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. v v 0 co co Lc uo 0 0 1-� 31.3m4 -so M-3x4 b y y 2-00 3-11-11 (PROVIDE FULL BEARING:Jts:1,3.2I JOB NAME : 7-D POLYGON 7-D NH - SJ5 �,�0 PROFS Scale: 0.4547 sn _„ GINS srS6, WARNINGS: GENERAL NOTES,unless otherwise noted: " v n/2.JP n 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an Individual C. l'92 0•P E �r" Truss: SJ 5 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. DES. BY: MJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced et 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 ` ®. DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall(SC). / pn,,- 3.2x Impact bridging or lateral bracing where shown++ Q SEQ. : 6060816 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. 7L A OREGON ��' 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, -i,! \ tk TRANS I D• 408182 design loads be applied to any component and are for-dry sendWan'of use. ' S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beading at all supports shown.Shim or wedge If /Q: 1 k 14 V 4 fabrication,handling,shipment and Installation of components. necessary. ,1 ��. 6.This design is famished subject to the Imitations set forth 7.Design assumesbe located on both faces adequate drainage Is provided. '✓/ p p'.�� eir canter 1111111111111111111 MTITPe SAlnSCSI,copies of which will be furnished upon lnc./CompuTrus Software 7.6.6(1 L)E1ry quest. u F 8. gir coincide �i�c ca^s joint center Ines. l ea ign helves truss, e ESR-1311,ESRaced so'19e8(MITeW rl EXPIRES:12/31/2015 LIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 WOOF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=(-51) 28 1-4e(-35) 32 2.4=(-99) 81 BC: 2x4 KODF #1&BTO SPACED 24.0' O.C. 2.3=( -7) 3 WEBS: 2x4 OF STAND; LOADING 2x4 KODF STAND A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF 4'- 0.0' -18/ 131V 10/ 4OH 5.50' 0.21 KDDF ( 625 ) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc (GOND. 2: Desion checked for net(-5 psfl uplift at 24 'oc spacing.' M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE L REQUIREMENTS OF IBCS20122 AND T LIRC Y U2012 NOT BEINGE TO THE MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL.-L/180 JT 1: Heel to plate corner = 5.25' MAX LL DEFL = -0.002' @ 0'- 0.0' Allowed = 0.100' BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.002' @ 0'. 0.0' Allowed = 0.133' 3-00 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.004' @ 2'. 4.0' Allowed = 0.159' f ,r MAX TC PANEL TL DEFL = -0.005' @ 2'- 5.2' Allowed = 0.239' MAX HORIZ. LL DEFL = -0.000' @ 3'. 8.2' 12 MAX HORIZ. TL DEFL = -0.000' @ 3'. 8.2' 6.00G- NOTE: Design assumes moisture content does not to exceed 19's at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4,2,BCOL=6.0, ASCE 7-10, M-1.5x3 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads Mo in the plane of the truss only. Jil to c in or Ain�ommmmoimiN� . G -1 o M-3x8 M-3x6 M-1.5x3 WEDGE REQUIRED AT HEEL(S) ; y 3-00 y 1, 4-00 ��EO P R opt. JOB NAME: 7-D POLYGON 7-D NH - El �� INrti si Scale: • 0.6305 441 029 WARNINGS: GENERAL NOTES,unless otherwise noted: 92 i/P E 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 Truss: El and Warnings before construction commences. building component.Applicability of design parameters end proper r 2.2x4 compression web bredng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stabiity during construction 2.Design assumes the top and bosom chords to be laterally braced at a60 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth bye DES. BY: MJ Is the responsibility of the erector.Addltlonel permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/15/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ OREGON >} �Q 4.Na load should be applied to any component until atter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. /� SEQ. : 6060809 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, Lj , 7 4 NN -�•- design loads be applied to any component. and are for"dry condition-of use. 2 2Q. A. 6.Design assumes full bearing at all supports shown.Shim or wedge If V TRANS ID: 408182 5.CompuTmshasnocontroloverandassumesnoresponslbiftyforthe necessary. E7�R1�\- fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both laces of truss,and placed so their center 1111111 VIII 11111 VIII 01 11 VIII 1111 11 k which request. MiTek Ina/CompuTrus Software 7.6.6(1L)-E lines coincide with joint center Ines. 0Fiiccnecoratorrbsindicate edesign values see ESR-1311,ESR-1088(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 , TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-36) 48 3-5=(-184) 137 BC: 2x4 KDDF 016BTR SPACED 24.0" O.C. 2-3=(-73) 61 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. 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) OVERHANGS: 12.0" 0.0" 0'- 0.0" -75/ 383V -23/ 72H 5.50" 0.61 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.0" -28/ 243V 0/ OH 5.50" 0.39 KDDF ( 625) 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.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TI CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 4.00G- MAX TC PANEL LL DEFL = 0.053" @ 2'- 10.6" Allowed = 0.309" MAX TC PANEL TL DEFL = -0.066" @ 2'- 10.6" Allowed = 0.463" MAX HORIZ. LL DEFL = 0.000" @ 5'- 4,3" MAX HORIZ. TL DEFL = 0.000" @ 5'- 4.3" M-1.5X3 NOTE: Design assumes moisture content does not to exceed 199 at time of manufacture. il Design conforms to main windforce-resisting system and components and cladding criteria. LI Wind: 140 mph, h=20,lft, TCDL=4.2,BCDL-6.0, ASCE 7-10, d, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor-1.6, rn Truss designed for wind loads o in the plane of the truss only. N ,r) 17 ill I en k _ o }� ->.c....M-3x4 M-1.5x3 1 l y 1-00 5-10 JOB NAME : 7-D POLYGON 7-D NH - Z2 Scale: 0.7109 �_co PROtte WARNINGS: GENERAL NOTES,unless otherwise noted: r.( �(1 1.Builder and erection contractor should be advised of ail General Notes 1.This design Is based only upon the parameters shown and is for an individual J� ' s1/26./ t'I nl{'' 1S/ Truss: Z2 and Warnings before construction commences. building component.Applicability of design parameters and proper C e i.i /f)�19 0�/ 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. Gb/1 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at (] 'ff DES. BY: MJ 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 ^92 /P E continuous5Im tsheathing such as l braingplywood sheathing(TC)s and/or drywall(BC). / it DATE: 1/26/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing sheat where shown d // SEQ. : 616 8 2 5 6 4.No load should be applied to any component until after ail bracing and 4.Installation of truss Is the responsibility of the respective contractor. O� fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina nor'-corrosive environment. TRANS I D• 416187 design loads be applied to any component and are for"dry condition"of use. `r S.CompuTrua has no control over and assumes es responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If r♦ Q fabrication,handling,shipment and Installation of components. 7.Design necessary, assumes adequate drainage is provided. 12 n-OREGON 4(/ 111111111111111111111 6.This design isfurnished suject of which the li11 befurns set forth by 8.Plates shall be located on both faces oftruss,and placed so their center <0 -Y 1 4, S° 4 TPIAMCA In SCSI,copies of which will furnished upon request lines coincide with joint center lines. r 9.Digits Indicate size of plate in Inches. p, MiTek USA,Inc./CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MRek) M�rl `�� y EXPIRES:12/31/2015 1111111101111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-36) 48 3-5=(-186) 142 BC: 2x4 KDDF 01&BTR SPACED 24,0" O.C. 2-3=(-77) 64 WEBS: 2x4 KDDF STAND 3-4=(-10) 4 LOADING TC LATERAL SUPPORT <= 12"0C. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. 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) OVERHANGS: 12.0" 0.0" 0'- 0.0" -72/ 382V -23/ 74H 5.50" 0.61 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.0" -29/ 245V 0/ OH 5.50" 0.39 KDDF ( 625) M-1.5x4 or equal at non-structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinq.l REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.051" @ 2'- 10.6" Allowed = 0.309" 5-09-04 0-05-12 MAX TC PANEL TL DEFL = -0.064" @ 2'- 10.6" Allowed = 0.463" T T 1' 12 - MAX HORIZ. LL DEFL = 0.000" @ 5'- 4.3" 4.00 MAX HORIZ. TL DEFL = 0.000" @ 5'- 4.3" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. M-1.5x3 4 Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=20.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, III ir (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, a. Truss designed for wind loads o in the plane of the truss only. sn 0 N in .-1 ;_ nli0 1 ►t5 -y' 0 ImEna M-3x4 M-1.5x3 1 ), l 5-04-09 0-05-12 y ) l 1-00 5-10 JOB NAME : 7-D POLYGON 7-D NH - Z1 Scale: 0.5821 G 53 p rrn WARNINGS: GENERAL NOTES.unless otherwise noted: \cl's •nnttt{^^�`.L619 1.Builder anderectioncontractor should be advised of at General Notes 1.This design is based only upon the parameters shown and Is for an individual s 24!''is 2 Truss: Z1 and Warnings before construcibn commences. building component.Applicability of design parameters and proper ,r+ I 'h/ 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at qctq y� DES. BY: MJ h the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'on.respectively unless braced throughout their length by 192o0PE E Po KY continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 1/26/2015 the overall structure la 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. SEQ. : 6168257 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non•corrosNe environment ®� design loads be applied to any component and are for"dry condition"of use. TRANS I D: 41618 7 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge If necessary. OREGON L� fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. -7G R '\ 5.This design is furnished subject to the limitations set forth by a.Plates shall be located on both faces of truss,and placed so their center _ _ /Q 4Y 14 4':SO t,_L.... 1111110111111111111111111 TPIM7CA In SCSI,copies of which will be furnished upon request y lines Indicate size)of plate It n Inches. �I I p, T MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MRek) 'V/ 'p n'�� v EXPIRES:12/31/2015 1,/ RR:Naive-, . ,„,,.. ._,A,,,,,, I - ME ME MlleF MiTeI( Girl' 16 OF BUILD19 tx '31` -' p f MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 9161676-1900 Fax 9161676-1909 Re: PL15-265_UPPER POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45125315 thru R45125324 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ,<��vq P R OFFs's co �NGtNEFR /0 2 89782PE 9r' y OREGON o4 1:9 (jgRY1`'.4l<i3 PAUL 0 1/ 1 August 7,2015 Reivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for is�ehe truss components shown. The suitability and use of this component for any particular responsibility of the building designer,per ANSI/TPI 1. Job russ Truss Type GIRDER 1 Qty Ply 1 POLYGON PL15-285 UPPER 4 F01 FLOOR( R45125315 Pacific Lumber&Truss Co., Beaverton,Oregon IJob Reference(optional) ID:OFkZ97.530 s Jul 11 2014 M7ek Industries,Inc.Fri Aug 07 14:27:32 2015 Pae p3tCrPAGZn 1 1-0-0 1 OtyJvgBSgKRVHzjyCjvWU_vNAvXpzzUcgKga2?hcKgfi1 ZfygBCv Scale=1:25.0 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 2 3 4 5 8 7 g IreiN vi9_ 10 11 12 13 14 15 ilivir aialrilursim N 6 L. 20A. 23 22 21 20 19 I• 18 3x5= 3x5= 1.5x3 II 17 ilir 3x5= 3x5= 3x5= I 7-0-14 7 7 14 8-2-14 7-0-14 10-7-1 0-7-0 I 14-4-4 Plate Offsets(X.Y)— 18:0-1-8.Edgej (19.0-1-8.Edge) 6-1-6 I LOADING(psf) SPACING- 1_7_3 LOLL 40.0 Stes crease - -3 CSI. DEFL. in (lac) Udeft Ud TCDL 10.0 TC 0.30 Vert(LL) -0.11 20 >999 480 PLATES GRIP Lumber Increase 1.00 BC 0.54 Vert(TL) -0.17 20 >985 360 MT20 220/195 BCLL 0.0 Rep Stress Incr NO BCDL 5.0 WB 0.39 Horz(TL) 0.04 16 n/a n/a Code WB (Matrix) LUMBER- Weight:73 lb FT=0%F,0%E TOP CHORD 2x4 DF No.1&Btr(flat) BRACING- BOT CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except WEBS 2x4 DF Stud/Std(flat) end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 24=1249/0-2-6,16=676/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1671/0,3-4=-1671/0,4-5=-2270/0,5-6=-2270/0,6-7=2493/0,7-8=-2493/0,8-9=2423/0,9-10=-2423/0, 10-11=-1991/0,11-12=_1991/0,12-13=1193/0,13-14=-1193/0 BOT CHORD 23-24=0/1222,22-23=0/2014,21-22=0/2425,20-21=0/2423,19-20=0/2423,18-19=0/2254,17-18=0/1635,16-17=0/646 WEBS 9-19=-273/0,2-24=-1712/0,2-23=0/628,4-23=-481/0,4-22=0/358,8-21=-226/359,14-16=904/0,14-17=0/766, 12-17=-620/0,12-18=0/498,10-18=-384/0,10-19=-1/464 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)24. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)674 lb down at 1-1-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard •1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 `�� I N �F�� Uniform Loads(pit) ,.C.O. �NGINE-F., W, Vert:16-24=-8,1-15=-80 2 Concentrated Loads(Ib) vert:2=-s74(� r" Concentrated r" i MN .� A_OREGON c;', -9�t pAULR�� EXPIRES: 12/31/2016 a August 7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE M/F7473 rev.02/16/2015 BEFORE USE Design valid for use only with Mitek connectors.This design is based only upon a DesAppign biliy of design parameters and proper incorporation of componentparameters shown,and Is for an individual building component. is for lateral support of individual web members only.Additional temporary is ng to responsibility of sto building designerri con not trussiondesigner.p Bracing shown �, erector.Additional permanent bracing of the overall structure is the r��bracing to insure ing designer.ty gneo general n re regardinty of the fabrication•quality control,storage.delivery•erection and bracing.consult ANSI the Qualitybudny Ctria, For general guidanceeCompo MiTek' Safely Informaton available from Truss Rate Institute.781 N.Lee Street,Suite 312 Alleexxand1911 ria, 22314°'OSB-89 and SCSI Building Component 7777 Greenback Lane Suite 109 Cilnrc Height`CA limb III Job Truss Truss Type Qty Ply POLYGON R45125316 PL1 SZ65 UPPER F02 Floor 13 1 Job Reference(optional) Pacific Lumber&Truss Co.. Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fd Aug 07 14:27:33 2015 Page 1 ID:OFkz9p3tCrPAGZnVberKOtyJvgB-wOugjd_LjWrm7eZ6wTRmMBVbaEe9JTSgq_P_55ygBCu 1 o-10-12 1 1 1-2-0 11 0-10-8 1 1 2-6-0 I Scale:1/2"=1' 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 34x4= 4 5 6 7 8 to .e _ _ e e a e\a _ -.-111444140440140444404, _ e-es e 1 13 12 11 10 9 3x4= 1.5x3 II 1.5x3 II 4x6= 3x6= 3x4= i 1-1-12 11-8-12 12-3.12 I 13-8-4 I 1-1-12 0-7-0 11-7-0 • 11-4-R Plate Offsets(X.Y)— 12:0-1-8.Fdael.13:0-1-8 Fdael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.11 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.19 10-11 >847 360 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:62 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=596/0-4-4,9=596/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=819/0,3.4=1502/0,4-5=-1502/0,5-6=1871/0,6-7=-1871/0 BOT CHORD 13-14=0/819,12-13=0/819,11-12=0/819,10-11=0/1932,9-10=0/1219 WEBS 2-13=0/369,3-12=382/0,2-14=-1170/0,7-9=-1316/0,7-10=0/704,5-11=471/0,4-11=-345/0,3-11=0/993 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. •<<-', .O PROre G`� �NGINE�R /o2-y _44/' 89782PE c i i . , -l.OREGON ooh Q EXPIRES: 12/31/2016 August 7,2015 e I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M?Ex REFERANCE PAGE 1411-7473 rev.02/16/2015 BEFORE USE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. NI• Applicability of design parameters and proper incorporation of component is responsibility of building designer-not buss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the M iTe k' erector.Additional permanent bracing of the overall structure is the responsibi ity of the building designer.For general guidance regarding fabrication,quality control.storage.delivery.erection and bracing,consult ANSI/TP11 Quality Crtteda,DSB-89 and SCSI Building Component 7777 Greenback Lane Solely Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandra,VA 22314. Suite 109 Clinic Hrirhrs Ca ane10 .111 Job Truss Truss Type Qty Ply POLYGON R45125317 PL15-265 UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MEek Industries,Inc.Fri Aug 07 14:27:34 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-OCSCwz zUgzdln81UAy7u02rpd4w2yP 3e9YdYygBCt I 2-6-0 I p-5-101 1 1-2-0 1 1 0-8-14 1 Scale=1:22.8 1.5x3 II 1.5x3 II 3x4= 3x4= 1.5x3 II 3x4 = 1.5x3 I I 1 2 3 4 5 3x4= 6 7 8 • _ — c ye. a 00000000000001— _a c o il \ o- a s • a 14 13 12 11 10 3x4= 3x6=1.5x3 II 1.5x3 II 3x6 = 3x4= I 5-10-2 16-5.2 17-0.2 I 13-1-8 5-10-2 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)-- (4:0-1-8.Edgej.[5.0-1-8.Edae] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.08 11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.13 9-10 >999 360 BCLL 0.0 Rep Stress Incl YES WB 0.33 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:60 lb FT=O%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=572/Mechanical,9=572/0-4-4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1740/0,3-4=-1740/0,4-5=-1761/0,5-6=-1739/0,6-7=-1739/0 BOT CHORD 13-14=0/1163,12-13=0/1761,11-12=0/1761,10-11=0/1761,9-10=0/1163 WEBS 2-14=1256/0,2-13=0/622,4-13=-268/180,7-9=-1256/0,7-10=0/622 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Q`c0 PROFe '� S . ENGINE R <0 2 4t89782PE -9`, 9 OREGON l'• EXPIRES: 12/31/2016 August 7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M114473 rev.02/16/2015 BEFORE USE Design valid for use only with M7ek connectors.this design Is based only upon parameters shown,and is for on individual building component. 1, Applicability of design parameters and proper incorporation of component is responsiblity of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek• fabrication,qualify control storage,delivery,erection and bracing.consult ANSI/TPIt Quarlly Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria.VA 22314. Suite 109 Carve H"ights,CA assin Job Truss Truss Type Qty Ply POLYGON R45125318 PL15-265_UPPER F04 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fd Aug 07 14:27:34 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-0CSCwz zUgzdln8lUAy?uO2red2b2xS_3e9YdYygBCt 1 2-6-0 I _ 1 1-8-6 1 1 1-2-0 1 10-6-14 1 Scale=1:25.0 1.5x3 II 3x4= 1.5x3 II 354= 1.5x3 II 3x4= 1.5X3 II 1 2 3 4 53x4= 6 7 6 • e _ e e a a -\ o n10,° N e a e O a 1 13 12 11 10 3x4= 3x6= 1.5x3 II 1.5x3 II 3x6= 354= I 7-0-14 17-744182-14 1 14-4-4 7-0-14 0-7-0 0-7-0 6-1-0 Plate Offsets(X.Y)- (4.0-1-8 Edge].1,5:0-1-8.Edgej LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) -0.11 12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.39 Vert(TL) -0.17 12 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:65 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=626/0-2-8,9=626/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2010/0,3-4=-2010/0,4-5=-2110/0,5-6=1999/0,6-7=-1999/0 BOT CHORD 13-14=0/1294,12-13=0/2110,11-12=0/2110,10-11=0/2110,9-10=0/1295 WEBS 2-14=-1397/0,2-13=0/773,413=-317/104,7-9=-1398/0,7-10=0/760,5-10=-371/105 . NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)14. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. s <,p`Ep PROs cC �NGINe�6,NS 4. 89782PE r mit 9,L OREGON o ,,fi ' etvr 94, k PAUL R\'4- EXPIRES: 12/31/2016 August 7,2015 L t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI47473 rev.02/16/2015 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown.and is for on individual building component. �, Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the M ITeK♦ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control storage,delivery,erection and bracing,consult ANSI/TPII Qua91y Cittede,.DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria.VA 22314. Suite 109 films Haight`PA 058111 Job Truss Truss Type Qty Ply POLYGON R45125319 PL15265 UPPER FOS Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 14:27:35 2015 Page 1 ID:DFkz9p3tCrPAG7nVberKOtyJvgB-sP0a7J?bF75UNxiU2uTERcbOn1 PJnRM711u59_ygBCs I 2-0.10 I I 1-2-0 1 I 0-8-14 1 1 2-6-0 I Scale=1:18.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 \ N e e .. 1 10 8 5 1 ( 1.5x3 II 1.5x3 II 3x6= // \\ 3x4= 3x4= I 2-3-10 12-10-10 13-5-10 i 9-7-0 I 2-3-10 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [2.0-1-8 Edge].[3:0.1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:44 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=416/0-2-12,7=416/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-767/0,3-4=989/0,4-5=989/0 BOT CHORD 10-11=0/767,9-10=0/767,8-9=0/767.7-8=0/782 WEBS 2-11=-851/0,5-7=-844/0,3-8=0/406 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �Eo PROrto �, \;,‘4GIN.E ,;(51/09 89782PE r NI 7 •REGON v d2 �9RY 16 Q,Q` EXPIRES:12/31/20.16 August 7,2015 1 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI1.7473 rev.02/16/2015 BEFORE USE Design valid for use only with MTek connectors.This design is based only upon parameters shown.and is for an individual building component. �, Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the ..iw iT . erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control.storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria.006-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312.Alexandria.VA 22314. Suite 109 Cnmc Heights,CA Quin Job Truss Truss Type Qty Ply POLYGON R45125320 PL15-265_UPPER FOG Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton.Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Aug 07 14:27:36 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-KbZyLe0D0REL_SHgcb?Tzp75ORe4WpBHXyefiQygBCr I 2.6-0 I 2-1-12 1 1 1-2-0 11 0-9-8 1 2-3-0 I 1 1-2-0 1 1 1-4-0 1 1-6-0 1 Scale=1:27.8 1.5x3 II 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x4 = 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 o e / l'-' o a / o N O 6 B -e O O O 1 16 15 14 13 12 11 354= 3x4= 3x4= 3x6= 1.5x3 I I 3x5= 3x4 = 12-10-12 I 4-10-12 (5-5-12 0-12 1 11.8-12 12-3-121 I 15-11-12 I 4-1042 0-7-0 0.7-0 5-8-0 0.7-0 0-7-0 3-1-0 Plate Offsets(X.Y1— p:0-1-8 Edge].[12:0-1-8 Edge].[15:0-1-8-Edge].[16:0-1-8.Fdge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.64 Vert(LL) -0.23 13-14 >812 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.78 Vert(TL) -0.36 14-15 >522 360 BCLL 0.0 Rep Stress!nor YES WB 0.57 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=697/0-4-4,11=697/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2351/0,3-4=-2351/0,4-5=-2351/0,5-6=-2679/0,6-7=-2679/0,7-8=1863/0,8-9=-1863/0 BOT CHORD 16-17=0/1468,15-16=0/2351,14-15=0/2590,13.14=0/1863,12-13=0/1863,11-12=0/965 WEBS 3-16=304/0,4-15=0/264,8-12=448/0,2-17=1585/0,2-16=0/983,7-14=0/950,6-14=-281/0,5-15=-490/0, 9-11=-1159/0,9-12=0/1121 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ia.0 PROFFs ca Nt3 W EFR `�io2 c 89782PE 91' /' 9 .'REGON O' 'jy9, �qRY AS,2 Q MAUL R`J . EXPIRES: 12/31/2016 August 7,2015 1 r ®WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M/F7473 rev.0216/2015 BEFORE USE. ewer Design valid for use only with Mitek connectors.This design is based only upon parameters shown.and''a for an individual building component. �- Applicabily of design parameters and proper incorporation of component is responsibility of building designer-not tans designer.Bracing shown is for lateral support of individual web members only.Additional temporary tracing to insure stability during construction is the responsibility of the _— MITA•K• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality controL storage.delivery,erection and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Budding Component 7777 Greenback Lane Solely Information available from Truss Plate Institute.781 N.Lee Street.Suite 312,Alexandria.VA 22314. Suite 109 ran a 4sights CA gvain Job Truss Truss Type Qty Ply POLYGON R45125321 PL15-265 UPPER F07 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Aug 07 14:27:36 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-KbZyLeODOREL_SHgcb7Tzp7BaRIZWujHXyefiQygBCr I 1-9-14 1 1 1-2-0 I I 0-6-14 1 1 7-6.0 Scale=1:17.6 1.5x3 II 3x4 = 1.5x3 II 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 • • 111111 0 N 11 10 9 8 1.5x3 II 1.5x3 II 3x6.------ 3x4 3x4= 3x4= I 2-0-14 12-7-14 ) 3-2-14 i 9-4-4 I 7-0.14 0-7-0 0-7-0 6-1.6 Plate Offsets(X Y)— [2:0-1-8 Edge],[3:0.1-8.Edae] LOADING(psf) SPACING- 1-7-3 CSI. DEFL, in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.04 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:43 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=406/Mechanical,7=406/0-44 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=702/0,3-4=-940/0,45=940/0 BOT CHORD 10-11=0/702,9-10=0/702,8-9=0/702,7-8=0/757 WEBS 2-11=-796/0,5-7=-817/0,3-8=0/420 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <0,n0 PROFF GINF 6'r • 4 //.89782PE r- -57 OREGON oy Q 9�• GgRY15:Jk kPAUL .0 EXPIRES: 12/31/2016 August 7,2015 s ®WARNING-Vedry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1110-7473 rev.02/16/2015 BEFORE USE r Design valid for use only with Anaconnectors.This design is based only upon parameters shown,and k for an individual bolding component �- Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the ""., T ek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ,.l fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTPII Quality Criteria,DSB-89 and BCSI Building Component nn Greenback Lane Safety Information avalable from Truss Plate Institute.781 N.lee Sheet,Suite 312.Alexandria,VA 22314. Suite 109 din lc Haight`C4 956111 I e' Job Truss Truss Type Qty Ply POLYGON R45125322 PL15-265 UPPER FOB Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 071427:37 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-on7KY 1mIMCcFst9JWiW1gL6r9OFOJQIcNCEsygBCq I 2-5-n I 1 3x4= 2 1.5x3 II Scale=1:8.7 111 II 0 N mill 're ME IllgAl r'qM, 4 " 3 1.5x3 II 3x4= I 2-8-0 I 2-8-0 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) 0.00 4 ''** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.03 Vert(TL) -0.01 3-4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/I'P12007 (Matrix) Weight:13 lb FT=0%F.0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-6-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=112/0-4-4,3=112/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. s\03 PR C�•��NG EF-,s/'-':4- c--____2 cc 8.782PE 9` zo y OREGON '. • tiG 2 1d 4RY 15" ,44Z" 'AUL r" EXPIRES: 12/31/2016 August 7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for on individual building component. �, Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilliy of the iTe k' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control storage,delivery,erection and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Rote Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Suite 109 u - . will 1 • Job Truss Truss Type Qty Ply POLYGON R45125323 PL15-265 UPPER F09 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries.Inc.Fri Aug 07 14:27:38 2015 Page 1 ID:OFkz9p3tCrPAGZnVberKOtyJvgB-H_hjmK1�TFY2U3EPR3j01x3EDPHFK3JYz G7lmJygBCp I 7-6-0 I 2-1-12 I I 1-2-0 110.9-8 I 2-3-0 I I 7-3-0 1 1 1-2-0 i 1 171 Scale=1:28.2 4x4= 1.5x3 II 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 10 • a\\\ e /11.1 \N 1'47 e / e . e 2 1. 16 15 14 13 12 k 3x4 = 3x4= 3x4= _.... 3x6= 1.5x3 II 4x4= 3x4 = 12-10-12 I 4-10-12 15-5-12F-0-12 1 11-8-12 12-3-121 I 16-2-8 4.19.12 0-7-0 0-7-0 5.8-0 0-7-0 0-7-0 3-3-17 Plate Offsets(X 13— t7:0-1-8.Edge,141 :0-1-8.Edge].[15:0-1-8 Edge).[16:0-1-8.Fdge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.24 14-15 >797 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.74 Vert(TL) -0.38 14-15 >510 360 BCLL 0.0 Rep Stress!nor YES WB 0.51 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=707/0-4-4,11=707/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2402/0,3-4=2402/0,4-5=-2402/0,5.6=2764/0,6-7=-2764/0,7-8=1993/0,8-9=1993/0 BOT CHORD 16-17=0/1493,15-16=0/2402,14-15=0/2656,13-14=0/1993,12-13=0/1993,11-12=0/1545 WEBS 3-16=314/0,4-15=0/278,8-12=-636/0,2-17=1612/0,2-16=0/1011,7-14=0/903,6-14=-27610,5-15=512/0, 9-11=-1668/0,9-12=0/975 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ' - • PROFFw. ��5. ��c tNE�� a2 89782PE �' i i/ ' s `., • "7 OREGON 14, 4RY1SC . kPAUL R\J ' EXPIRES: 12/31/2016 August 7,2015 _ 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MUM REFERANCE PAGE M0.7473 rev.02116/2015 BEFORE USE - Design valid for use only with MTek connectors.This design is based only upon parameters shown,and Is for on individual building component. ^ � Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members-only.Additional temporary bracing to insure stabilty during construction is the responsibility of the MiTek. erector.Additional permanent bracing of the overall structure is the responsibtlty of the bulding designer.For general guidance regarding fabrication,quality controL storage,delivery,erection and bracing.consult ANSI/TPIt Quality Cr Leda,058-89 and BCS1 Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Suite 109 Cams Heigh A A561n 1 t Job Truss Truss Type Oty Ply POLYGON R45125324 PL15-265 UPPER F10 Floor 7 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 1427:38 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-H_hjmK1TY2U3EPR3j01x3EDXVFVF_gwZ G7lmJygBCp 1 0-6-4 1 I 2-4-12 I 1 3x4 = 2 36= 3 1.5x3 II Scale=1:8.7 0 N 1 _\ a h 1.5x3 II 6 5.1111' 4 3x6= 3x4= I 0-7-12 ¢9-01 3-5-0 I 0-7-12 0.1.8 2.7-12 LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) 0.00 5 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.03 Vert(TL) -0.00 4-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) -0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-5-0 oc purlins, except BOT CHORD 2x4 OF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 5=414/0-5-8,4=56/Mechanical Max Uplift4=-27(LC 3) Max Grav5=414(LC 1),4=98(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-5=-264/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)180 lb down at 0-0-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plt) Concentrated Loads(Ib)—80 �Lo` NG Eske ��`r(S'j Vert:1=-180(F) ' "9 2 89782PE r' y OREGON 4° 4'4, rLO: "- . 4-/°AUL ...0 EXPIRES: 12/31/2016 August 7,2015 4 4 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02/16/2015 BEFORE USE ammo Design valid for use only with Welt connectors.This design is based only upon parameters shown,and is for an individual budding component. �" Applicability of design parameters and proper incorporation of component is responsbdity of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilfity of the M iTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Fabrication.quality controL storage.delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Budding Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,781 N.Lee Street.Suite 312.Alexandria.VA 22314. Suite 109 Moon H.lnhm,oz.own r Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4" Center plate on joint unless x,y I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property I (Drawings not to scale) Damage or Personal Injury offsets are indicated. ry r�allDimensions are in ft-in-sixteenths. •4 Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See SCSI. 2. Truss bracing must be designed by an engineer.For 0-1/16' 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I bracing should be considered. O 1111111111" U BIN O 3. Neverckexceedatthe designadualoadingraced and never a U stack materials on Inadequately braced trusses. a 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate O C7.8 c6-7 05-6 O- designer,erection supervisor,property owner and plates 0-Ind'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE Joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment In accord with ANSI/TPI 1. `Plate location details available in MITek 20/20 request. software or upon NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber Pshall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions Indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and In all respects,equal to or better than that Indicated by symbol shown and/or specified. by text in the bracing section of the 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MJTek®All Rights Reserved approval of an engineer. 4=iii, reaction section indicates joint 11=.11 El number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. N1 ►_. III1, 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. MiTeke BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.02/16/2015