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Plans (92) /IA'S iLO1& " !0d/U.3 art 1 ?/ Y, 5‘,./ 7- 4-4-, Gu ` .-1r ® CONFORMS TO DESIGN CONCEPT !1R l b 2016 �'-0"' ❑ CONFORMS TO DESIGN CONCEPT WITH I 4'4? I '27.0' 1 REVISIONS AS SHOWN CITY Y "sF 'y C.J ` , I I ❑ NON-CONFORMING REVISE AND RESUBMIT OL-Zi ` ,-,Ji, e.,p,� # �,t✓; THIS HOP DRAWIRS HAS SEEN REVIEWED FOR GENERAL N OR/V5C 6 L 6{ 4e ,yH, Ll t I pC 9 iN WITH THE DESIGN CONCEPT ONLY ANO DOES NOT RELIEVE THE 6.€ ,k aL h.u.CC FFEFI 5. ENDOR OFRESOSSIEILITTY FOR C ONFER1L NCE WITH THE 0:::0 DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY 1 - OVER THIS SHOP DRAWING. Q 21 y. Arnold R.Solomon Data:January 25,2015 yT ENGINEERING INC :19 Ogr- Z by 64- bD - y4 < ox ti vl SJ, ' .. 4 „, 54 ' W, = U x V v rd SJ3 11111111 �, /ill 3J3 �- ce w 2$ C S _. u V ,, 0Ro, tJ z Z vvli o R sl O O Q �MCC Iy 2 z u CC V'`SCn 40 C2 ip L"J to I w.. .;1?-5.,4 7d E r; 4,4 SII N in L7 z_z � t--- O pw Z icog3- G %. O0 ¢ 25 LL =0 v=az (o Z O zo=z y cx u ac z 0 O W�-s m . O O— v *z, r �2.� z 2} z a u.L---v. -..t W 3 � O ow O ;, 3 u uIr z -- 6_c 4 elm 13 J, moiII. .; 160 Mi J2 ,4e 2:12 7,1 J3 J4 J7 (5 J5 g 4 4 \lio,, (2) fio kj6 ' kJ IV J5 J5 a J10 �/VOr I. J3 156 EL J2 Js /// �6,T Erb. J, CANTO' 074,:= 8J1 44mbiow!liriaip gg ie. ..__ _,-.6.r....._._.. MIIIIINNIN IIIIIIA NW •-.... 4' ENTRY RIGHT rill 11'8112" J.214111 9'.6 UT 1 26' • 16'.8 11Y • ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 01/26/15 PLACEMENT RUSS CALCOULATIONS AND ENGINEERED STRUCTURAL r PROJECT TITLE REVISION-1: DRAWINGS ALL OF FURTHERUm er INFORMATION.BUILDING 7-D NH KD Z-PORCH DESIGNER/ENGINEERNFOMATI .BUILI2ECORD ; RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY REVISION-2: TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO 7 CHECKED BY.' REVIEW AND APPROVE OF ALLT�j C COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1 IC - .7 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. i 28''t' pr CONFORMS TO DESIGN CONCEPT a 2747I 47 I ❑ CONFORMS TO DESIGN CONCEPT WITH REb'ISIONS AS SHOWN ❑ NON-CONFORMING-REVISE AND RESUBMIT THIS SHOP DRAWING HA SEEN REVIEWED FOR GENERAL CONFORMANCE -^ t, WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORIAIIOE WITH THE utw uN DRAWIER AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY L. 00 R THIS SHOP DRAWING. L Re Arnold R.Solomon Date:January 26,2015 g— CT ENGINEERING INC • CR At, ' '6 W,.f•• li'. 'LF,;',11 4 S1 ' to pC .-1 V7 S2 - w>$ �\ 11■I an In f� ! a 1 . K w � . _ H H- K u g = a a z0 r ft Z Z VI LLG.zw ce C2• OD O O w El zz>.< .q tE , - v crn t„ _ o w wp _Z :::::: 3 Q CI w � LL Z �, d Oz D m X Q 12.12 a :z 2 ¢ 2 O 271 ‘? §W.-,:1 __.I Z 2 5 z r — �12I ooaZ �a'E, PQM__ l`' � 0 ❑ ❑ =7"o >- -1--i, , — L! L , J1 qF 12:1: a J3 S (5) Ilij J4 . li J5 N ' l J5 L K . ��g�'/M J10 AINTo IF Eiii 4104 ip irl.,,,,,,. s tii wF :11, ii©dr.' 'ii- ENTFtY LEFT g its- 43> W-5 VT I Mir jr 11'61/T I7-6•I CANT IT 18'-61R' O Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NWPLACEMENT ONLY.REFER TO 01/26/15 TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER t; INFORMATION.BUILDING 7-D NH KD Z-PORCH DESIONSIBLEF FOR NON-TRUSS ��R,I ✓4 miler RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEERWAND OF RECORD TO �Tz 7 CHECKED BY: REVIEW APPROVE OF ALL T R US COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. ■ +i it 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. I 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). I A i t id "I it it rt ' A, jib 611111), EXPIRES 6/301)5 111001 1 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 #1&BTR T2 2- 3=(-2843) 871 8- 9=(-858) 2138 8- 4=( -65) 768 BC: 2x6 KDDF R1&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 8'- 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. UON. 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. UON. TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" BEARING MAX VERT MAX HORZ BUG REQUIRED BUG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE O'- 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: Design checked for net)-5 psf) uplift at 24 "oc spacing.) 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,CI8,CN18 (or no prefix) = CompuTrus, Inc MAX TL CREEP DEFL = -0,003" @ -1'- 0.0" Allowed = 0,133" M,M20HS,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 ,( I '( NOTE: Design assumes moisture content does 3-11-08 4-00-03 5-04-02 5-06-09 5-10-01 not to exceed 1996 at time of manufacture. T 1' 597.30# ' ' T Design conforms to main windforce-resisting 12 M-4x6 system and components and cladding criteria. 12.00/ =M-6x6 =M-6x6 M-3x6 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 6 -1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 40 I load duration factor=1.6, Be I Truss designed for wind loads in the plane of the truss only. M-1.5x3 v c *4%(61Prilim /AI 0 00 co o ii.11111111111...a -V 8 9 100* o M-3x6 M-3x8 0.25' M-4x6 M-7x8(S) y y k y 7-07-08 8-05-10 8-07-06 ), 1, ), 1-00 24-08-08 .c),1v0 PROper, JOB NAME : 7-D POLYGON 7-D NH - Al on 5 �(RO Scale: 0.2399 �\ '.-7 15/ i "1- WARNINGS: GENERAL NOTES,unless otherwise noted: Ct. • f $�p"�E"414 11 1.Builder and ereon contractor should be advised of alt General Notes 1.This design is based only upon the parameters shown and is fm an individual _92$Truss: A1 and Warnings before construction commences. building component.Applicability of design parameters and proper2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibiity of the building designer.3.Additional temporary bracing to insure stabiity during construction 2•Design assumes the top and bottom chords to be lateraly braced atDES. BY: MJ Is the res nsibili of the erector.Additional of 2'oc.and at 10'o.c.respectively unless braced throughout their len th by !rA lam responsibility permanentbracing continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). rli Cr' 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 t, 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. W SEQ. : 6060779 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- 7,��, a'\A`4yA., and are for"dry condition"of use. 2. "T' design loads be applied to any component. © 1 4 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 p, �� fabrication,handling, necessary. fi1 LL- V shipment and Installation of components. 7,Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II II II II II IIIIII I IIII IN I I III) TPI/ARCA In BCSI,copies of which will be furnished upon request lines coincide with joint center lines. " 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10,For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 I IIIIIIIi{11111 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 #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=(-1218) 370 1- 8=(-565) 881 2- 8=( -205) 200 2x6 KDDF #1&BTR T2 SPACED 24.0" 0.C. 2- 3=(-1086) 404 8- 9=(•423) 891 8- 3=( -105) 453 BC: 2x6 KDDF #1&BTR 3- 4=( 0) 0 9-10=(-300) 639 8- 5=( -289) 90 WEBS: 2x4 KDDF STAND; LOADING 3- Sc) -736) 331 5- 9=( -228) 238 2x4 KDDF STUD A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( •789) 324 9- 6=( -118) 556 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -127) 149 6-10=(•1049) 376 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 10- 7=) -157) 90 BC LATERAL SUPPORT <= 12'OC. UON. LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -184/ 1045V -165/ 291H 5.50" 1.67 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 24'- 8.5" -179/ 1078V 0/ OH 5.50" 1.72 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. `* For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacino.) Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN1B (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 f f f f f f ' not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 8-00 T T Wind: 140 mph, h=24,2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12.00 load duration factor=l,6, Truss designed for wind loads M-4x6 in the plane of the truss only. M-3x4 M-3x4 M-1.5x3 * - M-1.5x3 v 0 0 0 co m 0 1, IUUI 0 1M-3x4 M-3x8 0.2500 M-3x40010 M-7x8(S) ), y y 7-07-08 8-05-10 8-07-06 y y 24-08-08 JOB NAME : 7-D POLYGON 7-D NH - A2 �, t� IDRo��ty (r Scale: 0.2111 ,J `C '/15//,q /j7 WARNINGS: GENERAL NOTES,unless otherwise noted: 7c-� "��,,: 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 Truss: A2 end 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 ,fir DES. BY: MJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4F4 is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch es ( ) `» DATE: 9/15/2014responsibilitybuilding designer. bridging plywood equred where shown drywall BC. CC the overall structure is the res nsibili of the 3.2x Impact or lateral bracing required ++ y+ 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 >M r..(j SEQ. : 6060780 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, /* r'7,, \ �. design loads be applied to any component and are far"dry condition"of use. h }- .� ei - .. 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 V�1� {tY fabrication,handling, necessary. 'Vl�•.`` t shipment and installation of components. 7.Design assumes adequate drainage is provided. C y�,",b 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 3111111 I I 1E 11113 VIII IIII IIII 7PINJfCA in BCSI,copies of which will be furnished upon request. git cdicawith joint ate in che. 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 1111 IIIIII 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: 204 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1224) 488 1- 7=(-289) 938 7- 2=( 0) 277 5.10=(0) 279 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( -871) 603 7- 8=(-289) 936 2- 8=(-476) 334 WEBS: 2x4 KDDF STAND 3- 4=1 -589) 509 8- 9=( -57) 600 8- 3=(-340) 392 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 <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 9- 5=(-480) 337 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG 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 SHEATHED 0'- 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 psf) uplift at 24 "oc spacing.I C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.032" @ 13'- 1.8" Allowed = 1,190" ** For hanger specs. - See approved plans 11-11-11 0-09-02 11-11-11 MAX TL CREEP DEFL = -0.055" @ 13'- 1,8" Allowed = 1,586" - I T 1' 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 M-4x6 M-5x6 \12 NOTE: Design assumes moisture content does 12.00/ \12.00 not to exceed 19% at time of manufacture. 4MEMD410, 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, (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-3x4 M-3x4 C) M O O LC, 'tmonommennionalminenimmomm Ili := ` o o *gM-3x4 M-1.5x3 60.25'9 M-11.°5x3 M-3x46** O M-5x8(S) M-3x4 ), > y ; y y 6-00-12 5-07-12 1-05-04 5-06 6-00-12 y y 24-08-08 4tDPRop JOB NAME : 7-D POLYGON 7-D NH - A3 �- .' 0,(N8 `�S! Scale: 0.2110 \ d WARNINGS: GENERAL NOTES,unless otherwise noted: ('tf x` '/15/1 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 - = i E'E f'" Truss: A3 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 - r� DES. BY: MJ2'c.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)end/or drywall(BC). e �- DATE' 9/15/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ n1 C�1 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 ^W S E Q. : 6060781 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%. '�l�r Nb X design loads be applied to any component. end are for"dry condition"of use. 4 -7 14 2.. .. TRANS I D: 408182 5.CompuTrus hes no control over and assumes no responsibility for the e.Design assumes full bearing at at supports shown.Shim or wedge if X11 {� fabrication,handling, necessary. 4 ty R shipment and installation of components. 7,Design assumes adequate drainage is provided. ri l.. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII I II III I III I II II IIII IIII III IIIITPINVTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. , 9.Digits indicate size of plate in inches. v MiTek USA,InC./CORIpUTruo Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIA II VIII 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 1,1$BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1185) 414 1- 9=(-347) 821 2- 9=(-273) 253 7-14=(-1323) 435 BC: 2x4 KDDF 1118BTR SPACED 24.0" O.C. 2- 3=( -981) 465 9-10=( -5) 16 9- 3=( -68) 342 14- 8=( -114) 68 WEBS: 2x4 KDDF 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 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1 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 7.13=( 0) 257 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 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 SO.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -228/ 1045V -234/ 282H 5.50" 1.67 KDDF ( 625) ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 24'- 8.5" -220/ 1031V 0/ OH 5.50" 1.65 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' M,M20HS,M18HS,M16 = MiTek MT series 0-09,1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.038" @ 14'- 8.5" Allowed = 1.190" 11-11-11 0-09-02 8-06-11 3-05 MAX TL CREEP DEFL = -0.058" @ 14'- 8.5" Allowed = 1.586" T TT T T 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 T T - -( . ./ T MAX HORIZ. TL DEFL = 0,025" @ 24'- 5.0" 10-00 NOTE: Design assumes moisture content does T T 4 not to exceed 19% at time of manufacture. 12 M-5x6 12 Design conforms to main windforce-resisting 12.00M-4x6 \12.00 system and components and cladding criteria. Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, *=4. (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 M-5x10 M-1 5x3 Cd 41,iii -/ O m c) o JUi._ (11 t. M 1135x3 **t4 O 1Mo-3x4 M 3x8 M-11.0 5x32 8 M-3x4 M-5x8 y y y y y y y 9-08-08 5-03-08 1111-08 5-03-12 3-03-04 , y 15-01-12 y y 9-06-12 y 16-01-08 0-11-12 8-07 24-08-08 JOB NAME : 7-D POLYGON 7-D NH - A3V Scale: 0.1819 ,�"`'' SIN� �`s, WARNINGS: GENERAL NOTES,unless otherwise noted: 4444 � 'I I'.‘71/5/PTY 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 (. 7.9211,P C� 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.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 braced throughout their length by rr 4� DATE 9/15/2014 responsibilitybuilding designer. continuouspsheathing such as plywood sheathing(TC)and/or drywall(BC). r' the overall structure is the res onsibifi of the 3.2x Impact bridging or lateral bracingrequired where shown++ /,� C�1 6060782 C 7 0 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. '3 • OREGON ^c/ S E Q. : 6060 182 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, 4i IJ 2 I /` 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 �6 14 n fabrication,handling, nesessary. / Htf t shipment and installation of components. 7.n Design ss assumes adequate drainage Is provided. t 4.1+4 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII El 11111 III VIII II III TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center tines 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) EXQIES:12/31/2 15 EMILThis 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 #1&BTR LOAD DURATION INCREASE = 1,15 1- 2=(-1185) 327 1- 7=(-307) 816 2- 7=(-281) 264 9. 5=( -379) 196 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.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 TC LATERAL SUPPORT <= 12"OC. 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"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 8- 9=( 0) 52 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"0C 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 psf) uplift at 24 "oc spacin0,1 Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = -0,031' @ 14'- 8.5" Allowed = 1.190" M,M2GHS,MI8HS,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" 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 T T not to exceed 19% at time of manufacture. 12 12 / M-5x6 M-4x6 Design conforms to main windforce-resisting 12.00 \12.00 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 in the plane of the truss only. M-1.5x3 M-5x10 M-1"5x3 Aormmommi -/ N O o CO Ji �� !^� r 11 *x12 of `-,1«« 7 B 10 10 o M-1.5x3 M-3x4 o M-3x4 M-3x8 M-1.5x3 0 M-5x8 J, > .1 )- J, J' 9-08-08 5-03-08 1-01-08 5-03-12 3-03-04 - y y 15-01-12 9-06-12 J, y y y 16-01-08 0-11-12 8-07 J, y 24-08-08 ��� 3 PROFFs� JOB NAME : 7-D POLYGON 7-D NH - A4 Sale: 0.2028 tis GINSgii �o WARNINGS: 4 v /15/ GENERAL NOTES,unless otherwise noted: l,}`' G 92 P E 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 ✓Aled/,r�'-j;�� Truss: A4 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 ✓1 DES. BY: MJ Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their le th by +" r P N continuous sheathing such as plywood shealNng(TC)and/or drywallC). { 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� �/,, 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. 1X W SEQ. : 6060783 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in anon-corrosive environment, k Z 1 design loads be applied to any component. and are for"dry condition"of use. \* necessary.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 1 4f' necessary. 44 ? r")t� „ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. it 6.This design is furnished subject to the Irritations set forth by B.Plates shall be located on both faces of truss,and placed so their center I IIIIII VIII VIII IIII VIII IIII VIII(III IIIITPOWTCA in BCSI,copies of which will be furnished upon request. 5. lines coincide with joint center Ines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII 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 = 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 H1&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 KODF #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"OC. UON. IC 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 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Pdesignators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, CORD. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. Connector plate prefix C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -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 T not to exceed 19% at time of manufacture, f f 4097.30#12 ��597.30� 12 Design conforms to main windforce-resisting M-4X6 M-4xN system and components and cladding criteria, 12,00 V M-3x8 M-3x4 4 5 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=1.6, Truss designed for wind loads in the plane of the truss only. 41111111-4x60 Mco .IjIp "' '7r10 12 13 ** o **1 8 9 11 M-3x10 M-3x4 O M-3x6 M-3x8 M-7x8 M-7x8 M-1.5x3 .1 ), / ), ), ,1 7-07-08 4-05-10 3-10-10 4-09-04 3-11-08 J., y ), 16-01-08 8-07 24-08-08 JOB NAME : 7-D POLYGON 7-D NH - A5 Scale: D.2354 ti��` ir'j ,� WARNINGS: GENERAL NOTES,unless otherwise noted: �•tr (���*`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 .a2 0 0 f E 1'' Truss: A5 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 bosom chords to be laterally braced atImilmelw 46111""-- 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 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywal C). CC DATE: 9/15/2014 Po ty 9 3.2x Impact bridging or lateral bracing required where shown++ SC 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 E .. �iNt. A„ TRANS I D: 408182 design loads be applied to any component. and are for"dry condition"of use. / 'q�+ Q 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 14 t., fabrication,handling,shipment and installation of components, ne ""• `t + 7.Dessessary. ign assumes adequate drainage Is provided. 11 L"t. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII II II VIII IIII VIII IIII IIII IIII III) TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide withjoint center fines 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 IIIIIIIIIIIIII 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 IC: 2x4 KDDF #1&BTR; 16-06-08 GIRDER SUPPORTING 24-08-08 FROM 9-00-00 TO 16.00.00 1- 2=( 0) 80 2-10=( -738) 2882 10- 3=( -710) 2660 2x6 KDDF #1&BTR T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-4126) 1118 10.11=(-1680) 6298 10- 4=(-4236) 1214 BC: 2x12 KDDF #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) 9178 11- 5=(-3110) 818 LL = 25 PSF Ground Snow (Pg) 5- 6=1-7884) 2142 13-14=(-1962) 7540 12- 5= -514 2462 TC LATERAL SUPPORT <= 12"0C. UON. TC 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)+DL( 19.0)= 86.7 PLF 3'- 5.0" TO 13'- 1.5" V 7- 8=(-5746) 1498 13- 6=( -514) 2352 TC UNIF LL( 50.0)+DL( 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)+DL 27.1)= 27.1 PLF 0'. 0.0" TO 16'- 6.5" V 14- 7=( -970) 3776 NOTE: 2x4 BRACING AT 24"OC VON. FOR BC UNIF LL( 283.9)+DL( 193.0)= 476.9 PLF 9'- 0.0" TO 16'- 0.0" V ALL FLAT TOP CHORD AREAS NOT SHEATHEDBEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC CONC LL( 68.8)+DL( 19.3)= 88.1 LBS @ 3'- 5.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL( 68.8)+DL( 19.3)= 88.1 LBS @ 13'- 1.5" 0'- 0.0" -888/ 3255V -73/ 73H 5.50" 5.21 KDDF ( 625) OVERHANGS: 12.0" 12.0" ADDL: BC CON/ 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 SPATIALCQND, 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.! C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,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" @ 8'- 3.2" Allowed = 0.781" nails staggered at:;0] 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" @ 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, ORIENTATION 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" @ 18'- 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 Design conforms to main win dforce-resisting T T system and components and cladding criteria. 2-07-11 2-05-15 3-01-10 3-01-10 2-05-15 2-07-11 1' T88.10# f T -' 11,88.i(0# f Wind: 140 mph, h=20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=l.6, M-4X6 M-4x8 12.00/ M-3x8 M-3X10 M-3x8 \12'00 Truss designed for wind loads in the plane of the truss only. 5 - - T2WM - - M-5x16 "fr. A � _,_ 0, . . + 0, O _ _ r•-• ___ _ co c) /- F u7 in 10 11 12 13 14 O M-5x16 M-3x8 M-12x14 M-12x14 M-12x20 M-12x14 y y .1 2757# 1, y , 2-05-04 2-11-14 2-10-02 y 2-10-02 2-11-14 2-05-04 ,1 ), .1 )' 1-00 16-06-08 1-00 �`oO PR Op= JOB NAME : 7-D POLYGON 7-D NH - B1 Scale: 0.3524 45, �` 1� �C /d WARNINGS: GENERAL NOTES,unless otherwise noted: 1,� !( +rt� 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 and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: Ef 1 Incorporation of component is the responsibibty of the building designer. 2.2x4 compression web bracing must be Installed where shown+, 2,Design assumes the top and bottom chords to be laterally braced at � . 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by fir.„ DES. BY: MJ 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 bradng required where shown++ �y OREGON �/, 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. ik ^W 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, �i P design loads be applied to any component. and are for"dry condition"g use. /6 -7 k 1 4 P- TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes lull bearing at all supports shown.Shim or wedge if /6 r�t t necessary. +1 7l tt. ' 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 B.Plates shall be located on both faces of truss,and placed so their center Ililll I I VIII III I VIII IIII VIII IIII IIIITPINJTCA in BCSI,copies of which will be furnished upon request. Indicate lines coincidenwith Joint center lines. 9.Digits a size of platete 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 IIII(IIIII 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 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 78 2-5=(-82) 123 3-5=(-268) 113 BC: 2x4 KDDF k1&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"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 BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 1'• 0.0" -124/ 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. ICOND. 2: Design checked for net(-5 Oaf) uplift at 24 "oc spacing.1 BOTTOM CHORD CHECKED FOR 10PSF 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" T ' 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 TC PANEL LL DEFL = 0.009" @ 1'- 8.2" Allowed = 0.048" 12.00/ 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" MAX HORIZ. TL DEFL = -0.042" @ 1'• 10.9" M 1.5x3 ) NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting ill v system and components and cladding criteria. 0 cu Wind: 140 mph, h=20.2ft, 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 coin the plane of the truss only. om o Na m o� 5►20 ►16 M-3x4 M-1.5x3 y ,l- 2-05 2-05 y y y 1-00 3-05 IPROVIDE FULL BEARING:Jts:5,4,6I JOB NAME : 7-D POLYGON 7-D NH - BJ1 sale: Q.633B .Sin N PROP?` 4.1 19 115/ ' WARNINGS: GENERAL NOTES,unless otherwise noted: 4 . t'�rrr��� p r `q 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 =9 f"G T r ii S S: 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 responsibitty 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 et DES. BY: MJ 2'o.c.and at 10'c.c.respectively unless braced throughout their length by 41� 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. 3.20 Impact bridging or lateral bracing required where shown++ Ct' SEQ. 4.No toad should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. "jr OREGON �({/ S E Q. : 6060786 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 f � design loads be applied to any component. and are for"dry condition"of use. ?- TRANS ,�14 2. •�... 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 1s, fabrication,handling,shipment and installation of components. Design as. M 'F PRO- 6. Q't 7.Design assumes adequate drainagehiso provided.t +'i Y 6.This design is furnished subject to the imitations set forth by B.Plates shall be located on both faces of truss,and placed so their center IILII I II VIII IIII VIII IIII VIII IIII IIII TPINVECA in SCSI,copies of which will be furnished upon request. Digit coincidentwith joint ate in Inches.9.Digits Indicate size of plate in Inches. C n GG MiTek USA,IDC./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 11111 IIIIIII 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 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2.5=(0) 0 BC: 204 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-154) 86 3.4=( -44) 0 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 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 SQ.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,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: Design checked for net(-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4 -/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.000" @ 3'- 11.7" Allowed = 0.056" MAX TL CREEP DEFL = -0.000" @ 3'- 11.7" Allowed = 0,074" 12 MAX TO PANEL LL DEFL = 0.027" @ 2'- 1.4" Allowed = 0.283" 12.00/ MAX TC PANEL TL DEFL = 0.026° @ 2'- 1.4° Allowed = 0.425" MAX HORIZ. LL DEFL = -0.001" @ 3'- 4.3" 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 v system and components and cladding criteria. o Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), vr load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. co - c cAmmimiumifflri 0 o� �5 M-3x4 y ), y y 1-00 3-05 0-06-11 :r r r. ' Q, 0 PRU JOB NAME : 7-D POLYGON 7-D NH - BJ2 Scale: 0,5806 �`� r G)N+c 2A- WARNINGS: GENERAL NOTES,unless otherwise noted: 54 C' 7//5//77 7/'5/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 >9 0 P E I- T r u s s: BJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.204 compression web braang must be installed where shown+. Incorporation of component is the responsibility of the building designer. 1' �e 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at +�/ms"""" DES. BY: MJ is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by _ Aar" Po 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), ACC DATE: 9/15/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Q{ rGON {({ 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. : 6060787 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_n`✓,,� AQui,,{A, design loads be applied to any component. and are for"dry condition"of use. V }..- 7 4 4. 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 ' s�f' fabrication,handling,shipment and installation of components. necessary. 1`'R {�L V P Po 7.Design assumes adequate drainage is provided. C t 6.This design is furnished subject to the Imitations set forth by B.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111111 TPIM/TCA in BCSI,copies of which will be furnished upon request. git coindde with joint p ate In Inches.9.DigitssIndicate size of t plate to(Ines. c: n 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:12/31/201.5 11111110111 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 IC: 2x4 KDOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 80 2-5=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2.3=(-301) 249 3-4=( -76) 51 IC LATERAL SUPPORT <= 12"0C. VON. LOADING BC LATERAL SUPPORT <= 12"OC. 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 BOG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -15/ 302V -90/ 224H 5.50" 0.48 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 2.2" 0/ 36V 0/ OH 5.50" 0.06 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 3'- 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 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 > 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" �)I MAX 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" 12 NOTE: Design assumes moisture content does 12.00/ 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, a (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=l,6, rp `ea Truss designed for wind loads in the plane of the truss only. co 0,3 o/- L c ► 5�� 0 M-3x4 I - y I 1-00 3-05 2-06-11 (PROVIDE FULL BEARING:Jts:2,5,3,4) pR ore, JOB NAME : 7-D POLYGON 7-D NH - BJ3 scale: 0.4587 ,�4,' 01N i,6 P2Aa , WARNINGS: GENERAL NOTES,unless otherwise noted: 4,Q il5/ 1.Builder and erection contractor should be advised of alt General Notes 1.This design Is based only upon the parameters shown and is for an individual 4t. f 921.PE 1"-- Truss: BJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web brsdng must be Installed where shown+- Incorporation of component is the responsibillty 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 atAte,er DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by � ~ is the responsibility of Me erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywali(BC). 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' SEQ. 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. '37 OREGON�� C(/ S E Q. : 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, 4 .. v design loads be applied to any component. and are far"dry condition"of use. ✓'0 4) 1 4 n(5 ."t. TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsib lily for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V \!x0 16 fabrication,handling,shipment and Installation of components. necessary. �`"�l�If ` 7.Design assumes adequate drainage Is provided. �l 1.-b 6.This design Is furnished subject to the IlMtations set forth by 8.Plates shall be located on both faces of truss,and placed so their center (III I I II IIII III IIIA IIII VIII IIII IIIITPI/WrCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center linea 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 1110111N This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #I&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-437) 346 3-4=(-172) 90 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=1 -44) 0 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10,0 PSF OVERHANGS: 12,0" 6.7" TOTAL LOAD = 42,0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BUG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -8/ 288V -118/ 302H 5.50" 0.46 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 3'- 2.2" 0/ 31V 0/ OH 5.50" 0.05 KDDF ( 625) M,M2OHS,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 IRC 2012 NOT BEING MET. 7'- 5.0" -144/ 180V 0/ OH 1,50" 0.23 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for nett-5 psfl uplift at 24 "oc spacing.( AND BOTTOM CHORD LIVE LQJADS ACTON-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' j( 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 HORIZ. TL DEFL = -0.005" @ 7'- 4.3" 12 12.00/ NOTnotEtoOesign exceedassumes 196 at timetofecontent manufacturees, Design conforms to main windforce-resisting system and components and cladding criteria. ✓ Wind: 140 mph, h=23,2ft, TCDL=4,2,BCOL=6.0, ASCE 7-10, ✓ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c load duration factor=1,6, co Truss designed for wind loads in the plane of the truss only. co or- oi- � K=.6 -/ 0 M-3x4 > J 1, y 1-00 3-05 4-06-11 (PROVIDE FULL BEARING:Jts:2,6,3,4I «... a,t0 PRO JOB NAME : 7-D POLYGON 7-D NH - BJ4 Scale: 0.3821 \�j� ! G(NE sp WARNINGS: GENERAL NOTES,unless otherwise noted: 4� .rr--���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 ITl2 P E r and Warnings before construction commences. building component.Applicability of design parameters and proper / /�i Truss: BJ 4 incorporation of component Is the responsibilty of the building designer. { 2.204 compression web bracing must be Installed where shown+, 2,Design assumes the top and bottom chorda to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c.end et 10'o.c,respectively unless breced throughout their length by �A'ria 40"'1"0 DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /j�� DATE: 9/15/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ,� QR �N `V 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. `V SEQ. : 6060789 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 4+ 14 Q' A.- design loads be applied to any component, end are for"dry condition"g 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 '14‘ fi fabrication,handling,shipment and Installation of components. ne sign asscessary. 'h 1•^y't. V P P 8.Plates assumesadequateoneothi faceisf truss, r'1 rl b 6.ibis design is furnished subject to the Imitations set forth by 8.Plates shell be located on both feces of truss,and placed so their center IIII I IIII(IIII(IIII(IIII IIII IIII IIII IIITPINVTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in orches, n , 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 IIIIII IIIIIII 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 #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 80 2.10=(-439) 1626 3.10=(-174) 244 BC: 2x6 KDDF #1&BTR 2- 3=(-2523) 714 10.11=(-466) 1766 10- 4=( -68) 697 WEBS: 2x4 KDDF STAND 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 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO B'- 0.0" V 5- 6=(-1631) 584 6-11=( -58) 677 BC LATERAL SUPPORT <= 12°OC. UON. IC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 14'- 0.0" V 6- 7=(-2367) 749 11- 7c(-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 24'0C 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 BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -523/ 2249V -217/ 217H 5.50" 3,60 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 22'- 0.0" -527/ 2257V 0/ OH 5.50" 3.61 KDDF ( 625) Connector plate prefix designators: THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,) M,M2OHS,M18HS,M16 = MiTek MT series 7-11-11 6-00-10 7-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T f f 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" T f 597.30# ' 4597.30# "f T MAX TL CREEP DEFL = -0.092° @ 11'- 0.0" Allowed = 1.406" 12 12 MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100" M-4x6 M-4x6 MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" 12.00/ M-3x4 \12.00 5 MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" �� 4 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. Wind: 140 mph, h=23.2ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, M-1°5x3 M-1.5x3 (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. cn co o Iii VM H1111111MMIIIIMININ to 10 11 o M-3x6 M-3x8 M-5x6(S) M-3x8 M-3x6 8 y 1, y ,1 7-08-08 6-07 7-08-08 10-00 12-00 ,l ), ), ) 1-00 22-00 1-00 JOB NAME : 7-D POLYGON 7-D NH - Cl Scale: 0.2653 ��-s c., 6, 7115/x' -P WARNINGS: GENERAL NOTES,unless otherwise noted: fn� cf C' �`,":. Cl1.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 .7 •r E Truss: C and Warnings before construction commences. building component.Applicability of design parameters and proper a� 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 stabltty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ is the responsibility of the erector.Additionalbracing 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ' p ty permanent of continuous sheathing such as plywood sheathing(TC)and/or drywalilC). DATE: 9/15/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Lr 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 b, �fj/. SEQ. : 6060790 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 4. -y� design loads be applied to any component. and are for"dry condition"of use, i1 p. 1 4 +' 4 TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at at supports shown.Shim or wedge if S/ ��, fabrication,handling,shipment and Installation of components. necessary. 1/11:1R10... 7.Design assumes adequate drainage Is provided. 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111 11111 III11111310 VIII IIIIIIII 111111 TPI/WTCA in BCSI,copies of which will be furnish(d upon request lines coincide with joint center goes. 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-1888(Welk) 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 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 80 2-12=(-163) 752 3.12=(-196) 181 BC: 2x6 KDDF #1&BTR 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- 9=(-196) 181 TOTAL LOAD = 42.0 PSF 7. 8=( 0) 0 8- 9=( -887) 397 NOTE: 2x4 BRACING AT 24"OC 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" -241/ 1038V -220/ 220H 5.50" 1.66 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 22'- 0.0' -241/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 9-11-11 2 r-00-10 9-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, 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 T T 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 V M-4x6 \12.00 NOTE: Design assumes moisture content does M-4x6 not to exceed 1996 at time of manufacture. • M-3x4 •: Design conforms to main windforce-resisting 1.41rili 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=1.6, Truss designed for wind loads M-1.5X3 M-1.5x3 in the plane of the truss only. V) V) o0 o M-3x4 M-3x8 M-5x6(S) M-3x8 M-3x4 r 1 O 7-08-08 6-07 7-08-08 I .1, I 10-00 12-00 I I I 1-00 22-00 1-00 .p`c 0 PR(? fi s.s JOB NAME : 7-D POLYGON 7-D NH - C2 Scale: 0.2036 \�CI 01NfO I.Builder G. hRAe NOTES,unlss upon the noted: 4 ' a 'PE 1- Truss: --' 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 G and Warnings before construction commences. building component.Applicability of design parameters and proper. T r u s S: C2incorporation of component Is the responsibility of the building desgner. 2.204 compression web bradng must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /r�rr ` is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(6C). ( - DATE• 9/15/2014 the overall structure is the responsibility of the building designer. 3.to Impact bridging or lateral bracing required where shown++ OREGON t, 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. 7 A_ ��, �40 SEQ. : 6060791 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, f - design loads be applied to any component. and are for"dry condition"of use. 6 1 4.. 2' \a. 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 !) fabrication,handling, necessary.. �`'hR)i �' V shipment and installation of components. �,Design assumes adequate drainage Is provided. �'1 f1 L 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 1101 ll II VIII III I VIII llll Ii II 0111 TPINVECA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. Dig 9.Digits indicate size of platete Inches. nches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/201.5 11100 IIIIIII 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 #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 80 2- 8=(-93) 842 3- 8=(-377) 349 BC: 2x4 KODF #1&BTR SPACED 24.0" O.C. 2- 3=(-1094) 254 B- 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"OC. 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 SO.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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) 11-00 11-00 f 1' , VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-07 10 5 04-06 5-04-06 5 07 10 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" '1 T T 1 1 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/ \12.00 MAX TL CREEP DEFL = -0.003" @ 23'- 0.0' Allowed = 0.133' 44 MAX HORIZ. LL DEFL = 0.013' @ 21'- 6.5" ** 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), M-1.5x3 /Alin\iM-1.5x3 Trrussduration designedfforowind6loads in the plane of the truss only. A Ahihn M CO O O re em !."x O 8 9 o M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 0 y y )' 3. 7-05-01 7-01-13 7-05-01 y i 3. 10-00 12-00 1, 1, 1, y 1-00 22-00 1-00 JOB NAME : 7-D POLYGON 7-D NH - C3 �� ope Scale: 0.2195 \�� )NEYste .'4;b P5/ WARNINGS: GENERAL NOTES,unless otherwise noted: ,� ����yyyy rE q1,.,'. r�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 . P G Truss: C3 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 responsibitty of the building designer. 3.Additional temporary bracing to Insure staNlty during construction 2.Design assumes the top and bottom chords to be laterally braced at ��Yx =. DES. BY: MJ Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'hin respectively unless braced throughout their length by i" fir' • + "" P° ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). t1 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++ OREGON 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. A_ iii SEQ. : 6060792 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, G If ,\.*` 4.. design loads be applied to any component. and are for"dry condition"of use. fa "T 1 �" - 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 it cessary. fabrication,handling, ne ass R R �1 shipment and 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,and placed so their center III I II II Alli 1101 IIII VIII IIII III IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. ' MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:.12/31/2015 NINOh. 1111 11 I11111 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 H1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-18) 85 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C, 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: Design checked for net(-5 psf) uplift at 24 "oc spacino,I 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 = 0.004" @ 1'- 0.0" Allowed = 0.147" MAX TO 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" 1-11-11 MAX HORIZ. LL DEFL = -0,000" @ 1'- 10.9" ,1' 1' MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" NOTE: Design assumes moisture content does 12 not to exceed 19% at time of manufacture. 12.00/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=1,6, Truss designed for wind loads in the plane of the truss only. v mr 0 N CO O/- N M-3x4 ), y ,/ 1-00 (PROVIDE FULL BEARING:Jts:2,3,4I 8-00 O PR Ore JOB NAME : 7-D POLYGON 7-D NH - J1 0� G,NE s, Scale: 0,5877 Z d WARNINGS: GENERAL NOTES,unless otherwise noted: 4.t . �j /p' - 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 4t` =92..PE E f Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Instated where shown+. incorporation of component is the responsibiSty of the building designer. 3.Additional temporary bracing to Insure stadity during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ is the res nsiblli of the erector.Additional ermenenf b ach of 2'o.c.and at 10'o.c.respectively unless braced throughout their le th by r, n. Po ty P 9 continuous sheathing such as plywood sheathing(TC)and/or drywalalC). `( . 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 '� 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. 3" `�.!' SEQ. : 60607 93 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, Gehh ,�i ONk design loads be applied to any component. and are for"dry condition"of use. V 1 4 ,. TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the e.and assumes full bearing at all supports shown.Shim or wedge if �y Q` fabrication,handling, Design ass ;vf RR VV shipment and installation of components. 7.Design assumes adequate drainage is provided. L. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II III I III I(IIII IIID VIII IIII IIIITPINVTCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size offplate in inches. f� MiTek USA,Ina/CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12131/2015 111 VIII III 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 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-90) 113 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 BRG 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" -3/ 358V -61/ 161H 5,50" 0.57 KDDF ( 625) 3'- 10.9" -198/ 181V 0/ OH 1.50" 0.29 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 72V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL )CONI. 2: Design checked for net(-5 WI uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 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" 3-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" T T MAX BC PANEL LL DEFL = -0.026" @ 3'- 6.6" Allowed = 0.354" MAX TC 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" 12.00/ 0MAX HORIZ. TL DEFL = 0.001" @ 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,BCDL=6.0, ASCE 7.10, mr r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, cr o Truss designed for wind loads c in the plane of the truss only. CO Of to O M-3x4 y 1, y 1-00 (PROVIDE FULL BEARING:Jts:2.3.41 8-00 JOB NAME : 7-D POLYGON 7-D NH - J2 scala: 0.5502 .�� G/PN� �0-,, ile WARNINGS: GENERAL NOTES,unless otherwise noted: +. ,lit�'`./n -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 en Individual ‘. !72 S•r-E re Truss: J2 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. B Y: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by I/ ` is the responsibility of the erector.Additional permanent bracing of continuous sheathing such 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+* Q C C 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON SEQ. : 6060794 0.5...mare complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �4* Zj Ix A. design loads be applied to any component. and are for"dry condition"of use. 1' 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 /� 14 � � fabrication,handling,shipment and Installation of components. Desessary. R R y t 7.Design assumes adequate drainage is provided. 4. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I(IIIA II I IIIA IIII IIII(IIII IIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines cdndds with joint center lines 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTe Q EXPIRES;12/3 1%2©1 rJ 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 k1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2.4=(0) 0 BC: 2x4 KDDF 011&BTR SPACED 24.0" 0.C. 2-3=(-149) 154 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. 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 series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 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" MAX BC PANEL TL DEFL = -0.229" @ 4'- 1.4" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" 12 fid NOTE: Design assumes moisture content does 12.00 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=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, d. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, v Truss designed for wind loads c, in the plane of the truss only. co co o/- o� ��4 -/ o M-3x4 ,1 ), 1, 1-00 (PROVIDE FULL BEARING;Jts:2,3,41 8-00 Op PRQ, = JOB NAME : 7-D POLYGON 7-D NH - J3 sale: 0,4558 � � � 'fr © . 444 17. WARNINGS: GENERAL NOTES,unless otherwise noted: Q' `Q"a F) 1'" 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 92i0r 4 and Warnings before construction commences. building component Applicability of design parameters and proper ,. Truss: J 3Incorporation of component is the responsibility of the building designer. 2.2x4 compressicn web bracing must be installed where shown+, 2 Design assumes the top and bottom chords to be laterally braced at t� 3.Additional temporary bracing to Insure stability during construction 2'o.c.and et 10'o.c,respectively unless braced throughout their lenggth by ,gyp s DES. BY: MJ s 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*+ C\REGON �(�� SEQ. : 6060795 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. N.1k fastenem are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, y Z 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 8.Design assumes NII bearing at all supports shown.Shim or wedge If YL�� ` 1 4 ` �P necessary. ill 'R yL4- fabdcation,handling,shipment and Installation of components. 7,Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII IIII VIII IIII VIII IIII IIIITPI WTCA in BCSI,copies of which w 11 be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,InC./CompuTfuS Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 hill IIIIII 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 spacing.) TC: 2x4 KODF k1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KODF H1&BTR SPACED 24.0' O.C. NOTE: Design assumes moisture content does not to exceed 19`k at time of manufacture, 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 Design conforms to main d windforce-resisting DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=15ft,Enclosed, Cat.L=6.0, ASCE 7-10, M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, 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 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. 5.00 p AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for 3 complete specifications. co N O CJ CS,"-- V ElC. O� �������������������������������������������������- -/ M-3x4 4 b /, y 1-00 6-11-08 PROE JOB NAME : 7-D POLYGON 7-D NH - D1 �, INEp.„ s Scale: 0.6748 `'`1//5/� /'' WARNINGS: GENERAL NOTES,unless otherwise noted: 444 l /cf1C' 11 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 CC' .92 0 OPE t`- T r u s s: D1 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.Additional permanent bracing of 2'o.c.and at 10'c.c.respectively unless braced throughout their length by the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall BC. O DATE: 9/15/2014 po tr 9 3.2x Impact bridging or lateral bracing required where shown++ ( ) O /,� 4SEQ. : 6060796 .No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 17 OREGON ^t/ shouldfasteners are complete and at no time any loads greater than 5.Design assumes trusses are to be used In a non-corrosiveG environment, . `j 2.flN,1% 5.CompuTrus has no control over and assumes no responsibility for the TRANS I D: 408182 design loads be applied to any component. and are for"dry condition"of use. / .411' 6.Design assumes full bearing at all supports shown.Shim or wedge if 14 fabrication,handling,shipment and installation of components. necessary. A R R'i , 7.Design assumes adequate drainage is provided. 4.4 L. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPINVTCA in BCSI,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 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) 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 R1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 43 2.5=(-55) 73 3-5=(-215) 172 BC: 2x4 KDDF M1&BTR SPACED 24.0" 0.C. 2-3=2.3=( 10( 9)95 95 WEBS: 2x4 KDDF STAND LOADING TC 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 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 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 ICOND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing.) M,M2OHS,M18HS,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 3-12 MAX TC PANEL TL DEFL = -0.190" @ 3'- 6.4" Allowed = 0.633" MAX HORIZ. LL DEFL = 0.001" @ 6'- 7.7" 12 MAX HORIZ. TL DEFL = 0,001" @ 6'- 7.7" 5.00 D M-1.5x3 NOTE: Design assumes moisture content does 4 -/ not to exceed 1994 at time of manufacture. 3 { Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o) Truss designed for wind loads in the plane of the truss only. N O Co il Of I Cr iri o� 1 2 � 25 -> M-3x4 M-1.5x3 y 1, l 6-07-12 0-03-12 J, ), y 1-00 6-11-08 .n.,t0 PROAF S JOB NAME : 7-D POLYGON 7-D NH - D2 Scale: 0.5542 $ 1f//5% '. . WARNINGS: GENERAL NOTES,unless otherwise noted: {� !f�^�•S E7 E r1.Builder and erection contractor should be advised ones 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: D2 Incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bracing ng must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their le th by � DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalllC). ^' It DATE: 9/15/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON1,. 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. "� tx SEQ. : 6060797 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, 1. �y �S A. design loads be applied to any component, end are for"dry condition"of use. J j` j 1 4 u•� , 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 fabrication,handling,shipment and installation of components. ne Design assumescessary. 'P R y L. P P 7. adequate drainage Is provided. 6.This design is furnished subject to the PmitaOons set forth by S.Plates shall be located on both faces of truss,and placed so their center p 111111 1111 VIII III 1 VIII 1111 VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. EXPIRES:12/31/2015 . 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) 11111 MAI 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 #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=1 0) 80 2.10=(-738) 3566 10- 3=1 0) 202 BC: 2x6 KDDF #1&BTR 2- 3=(-5448) 1170 10.11=(•738) 3564 3-11=1 -176) 204 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-5194) 1226 11.12=(-706) 3548 11- 4=1 -558) 2520 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5=(-4102) 1088 12-13=(-666) 3598 4-12=(-2030) 592 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 22'- 0.0" V 5- 6=(•4104) 1088 13.14=(-930) 4728 12- 5=(-1474) 5530 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 6- 7=(-5268) 1248 14- 8=(-936) 4756 12- 6=(-2176) 634 BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 283.9)+DL( 213.0)= 496.9 PLF 10'- 0.0" TO 16'- 0.0° V 7. 8=(•7246) 1588 6.13=1 -612) 2622 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 16'- 0.0" TO 22'- 0.0" V 8- 9=( 0) 80 13- 7=(•1556) 434 OVERHANGS: 12.0' 12.0' 7.14=( -530) 2578 ADDL: BC CONC LL+DL= 2651.0 LBS @ 8'- 0.0' Connector plate prefix designators: ADDL: BC CONC LL+DL= 2442.0 LBS @ 18'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -955/ 4328V -306/ 30611 5.50" 6.93 KDDF ( 625) ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0,0" -1276/ 5702V 0/ OH 5.50" 9,12 KDDF ( 625) r'( Join together 2 ply with 3"x.131 DIA GUN nails staggered at: BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) 9" oc in 1 row(s) throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 bottom chords, @ HANGER BY OTHERS TO APPLY MAX LL DEFL = •0.001" @ -1'- 0.0" Allowed = 0.100" 9" oc in 1 row(s) throughout 2x4 webs, CONC. LOADS EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" 9" oc in 2 row(s) throughout 2x6 webs. LOAD(S) 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" MAX TL CREEP DEFL = -0.001" @ 23'- 0.0" Allowed = 0.133" 4-01-12 4-00 2-10-04 2-10-04 4-00 4-01-12 T T T T T T T TRUSS PLATING IS NOT SYMMETRICAL. MAX HORIZ. LL DEFL = -0.015" @ 21'- 6.5" 12 12 ORIENTATION AS SHOWN. MAX HORIZ. TL DEFL = 0.034" @ 21'- 6.5" 12.00/ M-4x6 \ 12.00 NOTE: Design assumes moisture content does 5 4.0" not to exceed 19% at time of manufacture, O Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.7ft, TCOL=4.2,BCDL=6.0, ASCE 7.10, M-3x5 M-3x5 (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. + LATERALLY BRACE TO ROOF DIAPHRAGM + 2X4 WEB BRACE REQUIRED. M-3x4 1111111111M-3X6 �, M-5x10 M O 0 u7 /� 8�®wee . EMf= v> o / M-5x10 M-1.5x3 M-6x8 120.25" M-3x5 M-3x8 0 M-7x8(S) y , 4,2651#@ y y 12442#@ y y y 4-00 3-10-04 3-01-12 3-01-12 3-10-04 y 4-00 y y 1-00 22-00 WEDGE REQUIRED AT HEEL(S). 1-00 JOB NAME : 7-D POLYGON 7-D NH - C4 �,,� �R�F�ss Scale: 0.1778 ''7I/51 r WARNINGS: GENERAL NOTES,unless otherwise noted: n (p7' ' 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 4t' s 72,1 f E C'" Truss: C4 and Warnings before construction commences, building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be installed where shown+ incorporation of component Is the responsibiity of the building designer. " 3.Additional temporary bracing to insure stability during construction, 2.Design assumes the top end 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 braced throughout their length by q{� 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++ (r•. 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. OREGON S E 3�L 1y ,\�` ,4„ TRANS I D: 408182 design loads be applied to any component. and are for"dry condition"of use. / "1 �} 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If f /4 fabrication,handling,shipment and installation of components. necessary. 41-" �� 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center I IIIIII IIII VIII IIII VIII IIII VIII III IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. foes coincide with joint center lines. (MiTek) 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-1996 EXPIRES:12/31/2015 NW IIIIIIIIll IIII 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 81&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2.5=(-178) 184 3-5=(-266) 256 BC: 2x4 KOOF 81&BTR SPACED 24.0" O.C. 2.3=(-267) 125 WEBS: 2x4 KDDF STAND 3.4=(-121) 85 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+OL( 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 SM.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -43/ 479V -121/ 2926 5.50" 0.77 KDDF ( 625) LL = 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 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,MI8HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacina.I 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 1" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX IC PANEL LL DEFL = 0.017" @ 6'- 0.8" Allowed = 0.350" MAX BC PANEL TL DEFL = -0.160" @ 4'- 1.5" Allowed = 0.472" /12.00 MAX HORIZ. LL DEFL = -0.003" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 7'- 10.9" NOTE: Design assumes moisture content does not to exceed 19As at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 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 e in the plane of the truss only. vo00 co o/trf 12.111 ,k ) 1-00 8-00 (PROVIDE FULL BEARING;Jts:2,5,41 ��4.. PRpes, JOB NAME : 7-D POLYGON 7-D NH - J4 Scale: 0.3695 "\'' r�,,�� � y9 >c�l' WARNINGS: GENERAL NOTES,unless otherwise nosed: 17 ,( ±A, P� t-- 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual 7 Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibiaty 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 091111.11P DES. BY: MJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by f rA ! po ty 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++ O �aON !, SE �1 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. ��J}_� ^V S E Q. : 6060799 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, L7 `7,t� 0\ `�� design loads be applied to any component and are for"dry condition"of use. ,d 14, P 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 I [] fabrication,handling,shipment and Installation of components. necessary. '"!Z`•LS R`1 �-,.V 9. P P 7.Plates assumes adequatedodrhinace Istrus,provided. rl 1"t 4- 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III II HIM VIII MEI VIII IIII IIII TPINJTCA in SCSI,copies of which will be furnished upon request. git coincidentwith Joint in Ines. 9.Digits indicate size oplate to(Ines. �+ 9 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1955(MiTek) EXPIRES;.12/31/201'.5 • 1111 IIIIIII 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 N1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 80 2-6=(-147) 182 3-6=(-262) 212 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2.3=(-347) 125 WEBS: 2x4 KDDF STAND 3-4=(•327) 127 LOADING 4-5=(-159) 0 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 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA OVERHANGS: 12.0" 23.7" LOCATIONS REACTIONS REACTIONS SIZE 50.I8. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -43/ 449V •140/ 398H 5.50° 0.72 KDDF ( 625) Connector plate prefix designators: 7'- 9,5" -58/ 230V 0/ OH 5,50" 0.37 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -327/ 410V 0/ OH 1.50" 0.53 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRG 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 'on spacing.] AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9-11-11 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 = -0.039" @ 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 HORIZ, 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, ;I Design conforms to main windforce-resisting 12 system and components and cladding criteria. 12.00/ Wind: 140 mph, h=24,2ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp,B, MWFRS(Oir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x5 0 co 0 c o -, 6 M-3x4 M-1.5x3 1' ) y 1, 1-00 8-00 1-11-11 (PROVIDE FULL BEARING:Jts:2.6.4( ,to PR pt JOB NAME : 7-D POLYGON 7-D NH - J5 sale: 0.3043 ,_,«..5- �li,`rsc WARNINGS: GENERAL NOTES,unless otherwise noted: �/� /� � r 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 ®�PG tis Truss: J 5 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 responsibitty of the building designer. 1J* 3.Additional temporary bracing to insure stabddty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ is the res responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by4501000. Po ty permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywatl(BC). ,y+' + • DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ♦ j� C 6060800 C o 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. "jY' �E ON (� S E Q" : 60 V 0800 fasteners era complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, ;. �I � „fv," 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 -7 1 4{ ryG" . fabdcatlon,handling, necessary. d RIO- shipment and installation of components. 7.Design assumes adequate drainage is provided. 'p'7 4 S.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 31111111111111111111111111 011(III(III TPI WTCA in BCS(,copies of which a will it furnished upon request. lines coincide w th joint center Anes 9.Digits indicate size of plate in Inches. MiTek USA,InC./CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) EXPIRES:. 12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'• 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=1 0) 80 2-6=("141) 172 3-6=("248) 204 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2.3=(-399) 303 WEBS: 2x4 KDDF STAND 3-4=(-378) 313 LOADING 4-5=("124) 88 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 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -36/ 464V -183/ 440H 5.50" 0.74 KDDF ( 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 SPATIAL 7'- 10.9' -263/ 334V 0/ OH 1.50" 0.43 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 11.7" -93/ 120V 0/ OH 1.50" 0.19 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 11 11 11 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 = 0.021" @ 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. 12 Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12,00/ load duration factor=1.6, Truss designed for wind loads v in the plane of the truss only. v 0 N M-3x5 Allehlill\co 0 �� -V o = -- M-3x4 M-1.5x3 ,l 1, 1, 1' 1-00 8-00 3-11-11 'PROVIDE FULL BEARING;Jts:2.6,4,5I JOB NAME: 7-D POLYGON 7-D NH - J6Scale: 0.2702 c /� � i, / 17 WARNINGS: GENERAL NOTES,unless otherwise noted: 't . ± 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 and Is for an Individual and Warnings before construction commences. building component.Applicability of design parameters and proper / Truss: J 6 2.204 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. �r� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at `. d°,,mar.-- DES. BY: MJ Is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their leng9th by rimer„ po ty n9 continuous sheathing such as plywood sheathing(TC)and/or drywall(eC). - DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown f-+ OREGON� t, 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. 1X � SEQ. :TRANS I D: 408182W 6060801 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 2i. design loads be applied to any component and are for"dry condition"of use. '�. j` 1 4 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If /�,`� necessary. `sf.�`'L7 f7�i fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. It R 4. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII III IIIITPI/WTCA In SCSI,copies of which will be furnished upon request lines cndicae with jof p centerinches ' P9.Digits indicate size of plate In nches. EXPIRES; MiTek USA,Inc./Cofm uTfUS Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) ;12/31/2015 111111011 IIIIIIIII 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 IC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(-148) 176 3.6=(-253) 213 BC: 2x4 KDDF N1&BTR SPACED 24.0' O.C, 2.3=(-328) 247 WEBS: 2x4 KDDF STAND 3-4=(-308) 256 LOADING 4.5=( -89) 62 TC LATERAL SUPPORT <= 12"0C. 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 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ,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,CN18 (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,M2OHS,M18HS,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 KDOF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 1COND. 2: Design checked for net(•5 osf) uplift at 24 "oc spacing.) 11 00 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1' '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 = 0,018' @ 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 1996 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 12 ' 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Wind: 12.00 7 (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. N O M-3x5 T B P') 0 EMIIMMINIIIIIMMII.6 -6 (=> M-3x4 M-1.5x3 ), ), i, l 1-00 8-00 3-00 (PROVIDE FULL BEARING:Jts:2,6,4,5) 00 PRope JOB NAME : 7-D POLYGON 7-D NH - J7 4, IN&D,.� Scale: 0.2881 'C'7//5//17 C'7//5//,q Q WARNINGS: GENERAL NOTES,unless otherwise noted: 4,t p : : Se. 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 72 e e F Truss: J7 and Warnings before construction commences. building component.Applicability of design parameters and proper r°F +^"� 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 0 DES. BY: MJ 2'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 sheathingsuch as plywood sheathing(TC)C and/or d ; •• DATE: 9/15/2014 responsibilitybuilding designer. P bridging p a q eft s rywae�Bc). �, the overall structure is the res onsibig of the 3.2x Impact brid I 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. -j� OREGON�� ,({r SEQ. : 6060802 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, �� 'y�1�� design loads be applied to any component. and are for"dry condition"of use. c 1.4 /1f„!' A 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 `, fabrication,handling,shipment and installation of components. DesignDecessary. !ul' R R}+ 7. laesassumes adequate one dthiface is provided.,a1.. V. 6.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 IIIIII II II IIII IIII(IIII II II(IIII IIII IIIITPIM/TCA in BCS(,copies of which will be furnished upon request lines coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12131/201.5 IL IIIIII IIIIIII 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=(-84) 145 5.3=( 0) 71 WEBS: 2x4 KDDF STAND 3.4=( -23) 40 3-7=(-161) 93 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" -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,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. )COND. 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 TLMAX CREEP LL DEFL = -0.007" @ 2'- 9.2" Allowed = 0.170" -/ 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" @ 7'- 7.6" MAX HORIZ. TL DEFL = 0.014" @ 7'- 7.6" NOTE: Design assumes moisture content does not to exceed 10% at time of manufacture, 41111111111111,1111.... CI Design conforms to main windforce-resisting rn system and components and cladding criteria. COCD 1111111111111111111111111111 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. IIIIIIIIIIIIIIIIIIh.- Aft t7 N� 111 oM-1.5x3 0 o� * * * 2-09-04 5-02-12 * * * * 1-00 2-11 8-00 5-01 'PROVIDE FULL BEARING;Jts:2,4,7l ,g,0 PR OFF6'S JOB NAME : 7-D POLYGON 7-D NH - J8 Scale: 0.5252 `�. 0"IN >o WARNINGS: GENERAL NOTES,unless otherwise noted: �t� n//5l 2-v 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' -72`ior E J8 and Warnings before construction commences. building component.Applicability of design parameters and proper �r Truss: J 8 er 2.204 compression web bradng must be installed where shown+. Incorporation of component is the responsiblty 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 a/ , DES. BY: MJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �pI"err a a Po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). CC 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 f, 4.No load should be appted to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �A}__ �,, Qv SEQ. : 606080`3 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- •`7,t� \ „A.. design loads be applied to any component. and are for"dry condition"of use. C) " 1 4 P TRANS I D: 408182 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 ` f1 fabrication,handling,shipment and installation of components. necessary. '�"`PRI`t 1„ P P 7.Designlatesassumes adequate ne drainage is ptruss, rl!-1 4- 6.This design Is furnished subject to the limitations set forth by S.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII VIII VIII VIII VIII'III'IIITPIIWI'CA in SCSI,copies of which will be furnished upon request. Digitsgit coincide with joint aetnt Ines. . 9. sindicate size of io'Ines. 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 IIII I (I Hl 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 #18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2-6=(-122) 184 6-5=( 0) 23 BC: 2x4 KDDF #18BTR 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 IC LATERAL SUPPORT <= 12°OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. VON. 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinO.) 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" 1' '( 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" (IMAX HORIZ. LL DEFL = -0.019° @ 7'- 7.6" MAX HORIZ. TL DEFL = 0,022" @ 7'- 7.6" 12 NOTE: Design assumes moisture content does 12.00/ not to exceed 1996 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 a. Wind: 140 mph, h=22.2ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, .4>( All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, �O u" Truss designed for wind loads in the plane of the truss only. Hw r Li, A M 3x4 o M-1.5x3 o/4-- 6 0 0 M-3x4 M-3x5 y ), ), 2-09-04 5-02-12 ; 1- b y 1-00 2-11 8-00 5-01 [PROVIDE FULL BEARING;Jts:2,4,71 JOB NAME : 7-D POLYGON 7-D NH - J9 r�c� PRO,r�6,si Scale: 0.4115 /!5! ' w? WARNINGS: GENERAL NOTES,unless otherwise noted: C (((111 (q7c' "71,, 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 *PE t.- Truss: J 9 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bradng must be installed where shown-c incorporation of component Is the responsibitty 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 fir. DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by wimp Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(7C)and/or drywall(BC). -10 CC 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. 7 A�OREGON SEQ. : 6060804 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- "'7� A� design loads be applied to any component. and are for"dry condition"of use. g 1 4 n"( ^�- 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 `}+ fabrication,handli neessary. Ira R f ng,shipment end Installation of components. 7.n esc ss assumes adequate drainage is provided. C J^)" b 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center IN 111110111111111111111111111111111 III VIII IIII VIII II I IIII IIII III) TPINYTCA In SCSI,copies of which will be furnished upon request. Digitsgit coincide with jointplateacenter lines. 9. basic indicateonsize of aeIn Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For connector plate design values see EBR-1311,ESR-1988(MiTek) EXPIRES;12/31/2015 1EII (III 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: 204 KDDF 1118BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(-216) 270 6-5=( 0) 23 BC: 2x4 KDDF N18BTR SPACED 24.0" O,C. 2-3=(-354) 75 5.7=(-277) 344 5.3=( 0) 71 WEBS: 2x4 KDDF STAND 3.4=(-158) 118 3.7=(-380) 306 LOADING 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 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' -44/ 476V -121/ 2926 5.50" 0.76 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 7.6" -511 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 psf) uplift at 24 'on spacin0.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° 7-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0,133" 1' ,1' MAX LL DEFL = 0.020' @ 2'- 9.2" Allowed = 0.354' MAX TL CREEP DEFL = -0.023" @ 2'- 9.2" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.031" @ 7'- 7.6" ;1 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 12 system and components and cladding criteria. 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), load duration factor=1.6, CO Truss designed for wind loads 0 in the plane of the truss only. 0) 0 N- M-4x6 410 co 98 7'=' ,- �m M 3x4 o M-1.5x3 o� 6 p M-3x4 M-3x5 1, y 1, 2-09-04 5-02-12 J, J, y 1, 1-00 2-11 8-00 5-01 (PROVIDE FULL BEARING;Jts:2,7,41 ,c0\ 5 c,0 PR / JOB NAME : 7-D POLYGON 7-D NH - J10 Scale: 0.3375 �� '^� 'o WARNINGS: GENERAL NOTES,unless otherwise noted: .°((922$I _vim 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 = P E 1' Truss: J 1 0 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2n4 compression web bracing must be installed where shown+• Incorporation of component Is the responsibilty of the building designer. ,+- 3.Additional temporary bracing to insure stabiEty during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: MJ Is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r rr Po ty P continuous sheathing such as plywood sheathing(TC)and/or drywal C). CC�� 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 / 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. : 6060805 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, G'' "`r�!�, 14 ,�1X A design loads be applied to any component and are for"dry condition"of use. 2. 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� necessary. / I:�t �✓ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ^.R R 1 0 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III 100 II IIII VIII VIII VIII 11111 TPINVTCA In SCSI,copies of which will be furnished upon request. git diae with joint ate in Ones. 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 • 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 #168TR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2-7=(-208) 270 7-6=( 0) 23 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-354) 75 6-8=(-267) 344 6-3=) 0) 71 WEBS: 2x4 KDDF STAND 3.4=(-199) 118 3.8=(-380) 295 LOADING 4-5=( -43) 0 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 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0° 6.5" LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -44/ 473V -126/ 322H 5.50" 0,76 KDDF ( 625) Connector plate prefix designators: 7'- 7.6" -52/ 200V 0/ OH 5,50" 0.32 KDDF ( 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 10PSF 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 8-06-08MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TLMAXEEP 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" /11 MAX HORIZ. LL DEFL = -0.030" @ 7'- 7.6" .11/ MAX HORIZ. TL DEFL = 0.032" @ 7'- 7.6" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 12,00/ system and components and cladding criteria. o Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, 0o Truss designed for wind loads in the plane of the truss only. M-4x6 0AIII... .I - 6'= o12�•M -3x4 r•-• M-1.5x3 7 0 o M-3x4 M-3x5 y /. 1, 2-09-04 5-02-12 I I I I 1-00, 2-11 5-07-08 ,, I 8-00 0-06-08 •I1 1 I 1 • ' p PROFF JOB NAME : 7-D POLYGON 7-D NH - J11 Scale: 0.3073 \�� G e)N ,9 WARNINGS: GENERAL NOTES,unless otherwise noted: ir 14, 4 V tn�,� / . 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 �' RO P E tW Truss: J 1 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibitty of the building designer. .r' 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'o.c.and at 10'o.c.respectively unless braced throughout their le th by ,o,..# RAmmn „ . po y continuous sheathing such as plywood sheathing(TC)and/or drywalllC). A It DATE: 9/15/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -7,...," OREGON , 4.No load should be applied to any component until aver all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6060806 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, `h ,� r 4 Q�� design loads be applied to any component. - and are for"dry condition"of use. V 2. jt 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 pp,� � ` necessary. '�J»nt yf �,. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. �rll R L 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center - IIIII I II II VIII IIII VIII VIII VIII IIII IIII TPI WTCA in BCSI,copies of which will be furnished upon request. git coincide with joint center lines. 9.Digitsso ncide size oplate In Inness. MiTekUSA,InC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12131/2015 VIII[[VIII[ 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 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=(-29) 14 1-3=(0) 0 BC: 2x4 KDDF H1&BTR 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) Connector plate prefix designators: 12 TOTAL LOAD = 42.0 PSF 3'- 9.2" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) 9 4'- 0.0" -36/ 84V 0/ OH 1.50" 0.13 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 4.00 D LL = 25 PSF Ground Snow (Pg) M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for nett-5 psfl uplift at 24 "oc spacing,[ JT 1: Heel to plate corner = 5.25" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.004" @ 0'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ 0'. 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.008" @ 2'- 5.6" Allowed = 0.183" MAX 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 -/ not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 11, Wind: 140 mph, h=19.8ft, TCDL=4,2,BCDL=6,0, ASCE 7.10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), to load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only, ditill41# r o o,- 4 x 3x M-3x8 M-3x6 WEDGE REQUIRED AT HEEL(S). [PROVIDE FULL BEARING:Jts:4,3,21 ,1 )' 3-00 y ), 4-00 JOB NAME : 7-D POLYGON 7-D NH - E2 .'‹C'�`�� PRQ 6� Scale: 0.9141 � {���?!���„p '��?� WARNINGS: GENERAL NOTES,unless otherwise noted: Wit-,! • ((��/!r F�-y7c-f C 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 F ®r l- Truss: E 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 responsibility of the building designer. " 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be lateraly braced at DES. BY: MJ 2'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 sheathingsuch as plywood sheatNn C and/or d � plywo where shown++ OREGON fv 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. 7 V REGON b ^if SEQ. : 606081 1 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, y. �,t +\ A., design loads be applied to any component. end are for"dry condition"of use. r 14 4 2.0 �4 TRANS I D: 408182 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design assumes full beating at all supports shown.Shim or wedge if fabrication,handling,shipment and Installation of components. Design ass R MO- A, �.. 7.Design assumes adequate drainage is provided. +-1 1.. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII III II I III I 1E [III VIII[III[III TPINJTCA in BCSI,copies of which will be furnished upon request. git coincidentwith joint ate inrnche. 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-1998(MiTek) EXPIRES;12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 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 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-68) 51 IC 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 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" -62/ 302V -32/ 99H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -34/ 29V 0/ OH 5.50" 0.05 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -34/ 46V 0/ OH 1.50" 0.07 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 'COND. 2: Desian checked for net(•5 psfl uplift at 24 "oc spacina.) 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 = 0.003" @ -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" @ 1'- 2.9" Allowed = 0.147" T T MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.072" 12 MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9' 12.00 MAX HORIZ. TL DEFL = -0.000" @ 1'- 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=20.2ft, TOOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, v Truss designed for wind loads in the plane of the truss only. v 0 N co O/- O o� � � -/ ::: 00000011:111:::::: M-3x4 1, y l 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,4,31 9,0) PROpt JOB NAME : 7-D POLYGON 7-D NH - SJ1 ca, GIN. `. Scale: 0.6686 �\ to, e 0 WARNINGS: GENERAL NOTES,unless otherwise noted: w ' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is far an individual .92...t.PE E Truss: SJ 1 and Wamings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bradna 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.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by "'NNW . Po ty P continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). ! ` . DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. 3.2o Impact bridging or lateral bracing required where shown++ OREGON '� 4.No load should be applied to any component until after all bracmg and 4.Installation of truss is the responsibility of the respective contractor. 7 >k ^t, SEQ. : 6060812 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/ Vii'` and are for"dry condition'of use. //..,, "T F 2, '"� design loads be applied to any component. V 1 4 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 fabrication,handling,shipment and Installation of components. necessary. L�R t P P 7.Design assumes adequate drainage is provided. F f-t i 1,.- 6.This design is furnished subject to the tnitatians set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII VIII VIII VIII VIII III IIIITPI WTCA In SCSI,copies of which will be furnished upon request. Digit coincide with Joint center Ines. 9.Diesindicate ndtsize of t platein 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:12/31/201.5 1E1 IIIIII1 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 k1&BTR 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=(-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 BRG REQUIRED BRG 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" -31/ 322V -61/ 161H 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,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MIBHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'GOND, 2: Desitin checked for net(-5 psf) uplift at 24 "oc soacing,f 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" @ 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' @ 3'- 10.9" 12.00/ i) MAX HORIZ. TL DEFL = -0,001' @ 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,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, dr Truss designed for wind loads o in the plane of the truss only. v M O/ O O 4 -/ M-3x4 ), y y y 1-00 2-00 1-11-11 'PROVIDE FULL BEARING:Jts:2,4,3I JOB NAME : 7-D POLYGON 7-D NH - SJ2 ��,1~o PROF Scale: 0.5749 , 115I °� WARNINGS: GENERAL NOTES,unless otherwise noted: , 'p^�, "71,,,,.'. SJ2 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 individuale . ^� 1 r E Truss: SJ 2 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 responsiddty of the building designer. 3.Additional temporary bredng to insure stedpty during construction 2.Design assumes the top and bottom chords to be laterally braced at I. DES. BY: MJ Is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r• l�i rs.' po ty permanent bracing of continuous sheathing such as plywood where and/or drywall(BC). '"" DATE: 9/15/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ rtit 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. '7 �`UREGON b A4 SEQ. : 6060813 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, j., "�� design loads be applied to any component. and are for"dry condition"of use. 14 2. t�^ • 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 fabrication,handling,shipment and installation of components. necessary. �`R Tl`i + 7.Design assumes adequate drainage is provided. rl 1.t+' 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII II I VIII IIII VIII VIII VIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request, lines cowith joint center tines. 9.Digits indicate size of plate in inches. 10. p MiTek USA,InC./Com UTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 + mosimm 11111111111111 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 N1&BTR 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"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 BRG REQUIRED BIG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 50.IN, (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -241 308V -90/ 224H 5.50" 0,49 KDDF ( 625) 1'- 9.2" -901 171V 0/ OH 5.50" 0.27 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -1281 165V 0/ OH 1.50" 0.26 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 'COND. 2: Design checked for net(-5 psf) 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 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, LL DEFL = -0.002" @ 5'- 10.9" 0 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/ 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, d. Truss designed for wind loads in the plane of the truss only. -4- c, co co o/- Lo o/- --f o ► 4�� M-3x4 1- y 1' 1' 1-00 2-00 3-11-11 'PROVIDE FULL BEARING:Jts:2,4,3' JOB NAME : 7-D POLYGON 7-D NH - SJ3 Scale: 0.4550 4.�4<c GIN of 6>, WARNINGS: GENERAL NOTES,unless otherwise noted: 1. . �j / 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 t. :92 0 PE r and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: SJ 3 Incorporation of component is the responsibiIty of the building designer. 2.204 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at Brie 3.Additional temporary bracing to Insure stabifty during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by rr 8,41.1" DES. BY: MJ s 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. 3.2o Impact bridging or lateral bracing required where shown++ OREGON tCC 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. ^V SEQ. : 6060814 fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used In a non-corrosive environment, L, �4 , 2,N `A. design loads be applied to any component. and are for"dry condition"of use. 14 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 d. f7 necessary. `rf`'A RI - S•F fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. F rl 4. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center n 11111111111111111111111111111111111111111 11111 III VIII IIII VIII VIII VIII IIII IIII TPIANlCA In BCSI,copiespof which will be furnished upon request. lines with Joint center ncheInes. EXPIRES:1 Z/311201.r3 9.Digits indicate size of plate in Inches. MiTek USA,Inc,/GOBI UTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIII II VIII 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 H1&BTR LOAD DURATION INCREASE = 1.15 1.2=(-109) 95 1.3=(0) 0 BC: 2x4 KDDF HI&BTA SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC, UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SG.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: Design checked for net(-5 psf) 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 10PSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.072" 12 ANO BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. -/ MAX HORIZ. LL DEFL = -0.001" @ 3'- 10,9' 12.00 MAX HORIZ. TL DEFL = -0.001" @ 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,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. ..4- a v o/- U, O. 1►t 3►/ M-3x4 y )' y 2-00 1-11-11 (PROVIDE FULL BEARING:Jts:1,3,2I JOB NAME : 7-D POLYGON 7-D NH - SJ4 ••scc''' pRo,��ss Scale: 0.5816 C. ''///5//Y7 li5% %�� WARNINGS: GENERAL NOTES,unless otherwise noted: £,' T��f Jp7c-' 91--,, 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 individualt. .7 92 0 O I'-G Truss: SJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper �r l.Aj 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. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 40:401W. is the responsibility of the erector.Additional permanent bracing of (@ continuous sheathing such as plywood aired where)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++ t' SE r1 6060815 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. 'v OREGON. A ^�,j S E Q" : fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L� �,'i \ A. design loads be applied to any component. and are for"dry condition"of use. 14 20- 0 �•+- 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 fabrication,handling, ne Design ass /� R ` shipment and installation of components. 7, assumes adequate drainage Is provided. r-5 M4 6.This design is furnished subject to the linitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIII I IIII VIII III VIII VIII VIII I II IIIITPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. 10. n c MiTek USA,Inc./CompuTrus pUTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1966(MiTek) EXPIRES:12/31/2015 11111111 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 KODF #I&BTR LOAD DURATION INCREASE = 1.15 1.2=(-167) 136 1.3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"0C. VON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -19/ 141V -82/ 177H 5.50" 0.23 KDDF ( 625) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 1'- 9.2" -130/ 194V 0/ OH 5.50" 0.31 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.7" -130/ 166V 0/ OH 1.50" 0.27 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (COND. 2: Design checked for net(-5 001 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" -7, MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" NOTE: Design assumes moisture content does ° not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12.00,1/2// 12 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=1.6, Truss designed for wind loads in the plane of the truss only. v ..:1- o co C., 0,/- rAMIIIMIE 1►� 3►� 0 M-3x4 y ; y 2-00 3-11-11 'PROVIDE FULL BEARING:Jts:1.3"21 � 0RRO JOB NAME : 7-D POLYGON 7-D NH - SJ5 Scale: 0.4547 'N l0 WARNINGS: '��/ G.TNs de ign i NOTES,unless upon the noted: t ' a 92 S`P E 1-" 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual ✓,`�..�r p and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: JJ rJ Incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bracing must be Installed where shown+, 2,Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction y'o.c.and at 10'o.c.respectively unless braced throughout their lenngpth by " - lumpp DES. BY: MJ 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++ OREGON� �/, 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. d b, ^W SEQ. : 6060816 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, 'II' design loads be applied to any component. and are for"dry condition"of use. 1 4 t: TRANS I D: 408182 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 '�y i (�{' fabrication,handling,shipment and Installation of components. 7.Design sumes adequate drainage Is provided. �'"'Ft IR 10- 6. - 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 IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center nche. 8.Digits o ncide size oplate o Inness. tt 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 IIII I IIII 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 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-51) 28 1.4=(-35) 32 2-4=(•99) 81 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2.3=( -7) 3 WEBS: 2x4 DF STAND; 2x4 KDDF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG 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"OC. UON. TOTAL LOAD = 42.0 PSF 1'- 0.0" -24/ 205V -18/ 43H 5.50" 0.31 KOOF ( 625) Connector plate prefix designators: 4'- 0.0" -18/ 131V 0/ OH 5.50' 0.21 KDDF ( 625) A LL = 25 PSF Ground Snow (Pg) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.) JT 1: Heel to plate corner = 5.25" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ 0'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR 10PSF 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" '( T MAX TC PANEL TL DEFL = -0.005" @ 2'- 5.2' Allowed = 0.239" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 8.2" 4.00 MAX HORIZ. TL DEFL = -0.000" @ 3'- 8.2" NOTE: Design assumes moisture content does not to exceed 10% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. M 1.5x3 Wind: 140 mph, h=19.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2 load duration factor=l.6, Truss designed for wind loads Xin the plane of the truss only. LC) 0 LC)v-/-- 1 ,100011111111111111111111111111111111T CO o I. m o me 5►/ ►14 ---/ M-3x8 M-3x6 M-1"5x3 WEDGE REQUIRED AT HEEL(S) ), y 3-00 y y 4-00 v,t,D PROs JOB NAME : 7-D POLYGON 7-D NH - El 5� Q,INE si Scale: 0,6305 C �7//5fir (�* WARNINGS: GENERAL NOTES,unless otherwise noted: 7 + F(�^�r' 1,,.. 1.Builder and erection contractor should be advised of a8 General Notes 1.This design is based only upon the parameters shown and is for an individual t /r E Truss: El 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 responsibilty of the building designer. Arleofil, 3.Additional temporary bracing to insure stebiNty during construction 2.Design assumes the top and bottom chords to be laterally braced et DES. BY" MJ 2'e.c.and at 10'o.c.respectively unless braced throughout their length by „t tl Ar is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 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 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 SEQ. : 6060809 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, � i1 �b � TRANS I D: 400 8 �, o e2 design loads be applied to any component. 5.CompuTrus hes no control over and assumes no responsibility for the end are for"dry condition"of use. S Design assumes full bearing at all supports shown.Shim or wedge If © 'T 0 1 4 2. Vis-LV fabrication,handling,shipment and Installation of components. necessary. 4/^`+l y f 7.Design assumes adequate drainage is provided. L 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 11111111111114111111111 TPINVTCA in BCSI,copies of which will be furnished upon request git coincide with Jointcenternche. 9.Digits Indicate size of plate in inches. MiTek USA,InC./ComIpUTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Weir) EXPIRES;12/31/2015 I1 IIIIII1 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=(-184) 137 BC: 2x4 KDDF #1SBTR 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"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BEG 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 'COND. 2: Design checked for net(-5 psf) 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" 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 4.001 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 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, m Truss designed for wind loads c, in the plane of the truss only. Ca rin rill o i / -1 mi.--- M-3x4 M-1.5x3 .1 b 1 1-00 5-10 JOB NAME : 7-D POLYGON 7-D NH - Z2 Scale: 0.7109 to PRQPt ' WARNINGS: GENERAL NOTES,unless otherwise noted: �' 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual , % �tr'p�`L'� ��� Truss: Z2 and Warnings before construction commences. building component.Applicability of design parameters and proper o, 1(•G/ ✓^,T 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. -f! 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 1, ' +(]•"f, r C { DES. BY: MJ Is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respecsuch tNely unless braced throughout their length by 1� Po ty continuous sheathing such as plywood sheathing(7C)and/or drywall(BC). DATE: 1/26/2015 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. : 6168256 fasteners are complete and at no time should any loads greater than 6.Design assumes trusses are to be used in anon-corrosive environment, 4141.1111. TRANS ID41618 7 design loads be applied to any component. and are for"dry condition"of use. r'.ir fr.� 6.Design assumes full bearing at all supports shown.Shim or wedge If OREGON �'" • 5.Campu7rus has no control over and assumes no responsibility for the necessa fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. /.,. A, 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center /� -7 22.6 D.+ I VIII IIII IlIIIIIIIII 111 II HI TPIANrCA In BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. I MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Mitch) 'p'/.'b R I1 „ EXPIRES:12/31/2015 IIIIIIIIII 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-36) 48 3-5=(-186) 142 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. 2-3=(-77) 64 WEBS: 2x4 KDDF STAND 3-4=(-10) 4 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 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 ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 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 = 0.051" @ 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" 1 1' 12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 4.3" 4.00 v MAX HORIZ. TL DEFL = 0.000" @ 5'- 4.3" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. M-1.5x34 conforms to main windforce-resisting 4 system and components and cladding criteria. 3 Wind: 140 mph, h=20.lft, 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 o in the plane of the truss only. M _„„„iiiiillii rn 0 N N 7/- 1 2 OnTill ►�5 -/ M-3x4 M-1.5x3 1- 1, ,1 5-04-09 0-05-12 y 3, 3, 1-00 5-10 JOB NAME : 7-D POLYGON 7-D NH - Z1 Scale: 0.5821 WARNINGS: GENERAL NOTES,unless otherwise noted: C.O.C�WoF � �x�� ��� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters show and is for an Individual J X275 Truss• Z1 and Warnings before construction commences. building component.Applicability of design parameters and proper jJ 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. - 1 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at "7_,. 1, DES. BY: MJ s the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c respectively unless braced throughout their length by f 92•$P E continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). f DATE: 1/26/2015 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. : 6168257 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. TRANS I D: 416187 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 A Q" fabrication,handling,shipment and installation of components. necessary. 7 OREGON ((/ 7.Design assumes adequate drainage is provided. L 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 4- - ',/ N ,,{`C 1111111011011110111011110111111111 TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide withzJoint center lines. -7 1 4 [..p ��- 9.Digits indicate size of plate In Inches. �{��.'`��y []. MITek USA,Ino./COfnpUTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 41" �'1 n �� V EXPIRES:12/31//2015 `