Loading...
Plans (24) • /1'1, /7-'CY( CC')C..-'.)(07 I , • t,CONFORMS TO DESIGN CONCEPT 4, ti, „ ., r 4-,,,, .,g=41,,,:Tg------ I I 6. ", 0 NON-CONFORMING-REV.SE&RES:IBMIT 4 — ll'-51!2 %. Alma Fukui Do,..gt,,A4 —-,:, ,,,, G,•' 4,0 0 MIERRANDT ARCHITECTS 4: IP I' I /r. ,i •,„. a J L J1 .._1? P W3 / J2 ID _Wr .46.. •I , 14909:02 H11928 J1 ✓ - J2 (u LTL J3 715: I t r ' AlldeA M X X 111 J5 a 7i-12 aS J8 1 El , M di Jr , 63 J8 b 4 at J10 _v. .... , NI ... J9 . JL. _ a J7 . • 12 0 CO ..-- 7.512 J7 a EJ5 . 4 LS:1 I EJ5 LT. FJA EJ4 ... HOUS28-2111802-8MS Fab ) HOUI1210 \4 1, I -;:. 5J2 \ • , SJ1 C2 (3) iv= Ili, •• :, 'Air ; 12 ligki lot. SJ2 7.5:12 - 2' 1 r ,...• .—...- LI -., -I- 6:1t 1....szam. ii. Al !, 2 fil-. / z CONFORMS TO DESIGN CONCEPT OD "--/ g/ 0 CONFORMS TO DESI a CONCEPT WITH N / _ / REVISIONS AS SHOWN e ....01 . :12 DILI 0 NON-CONFORMING-REVISE AND RESPHIT IJ ,r,,,,,,,,*r.P.;14.af.SEis SovlErrt,./A Ar'4EFA,240FOSIOMOS All-TS DEKEE rx11-co.',w COVE or%LIRE TE ._ G1 ,FA.;;17A-14.,R,x10EN1:0,,,,:,,REE,Z,,,,,);1,4%,,I,TY.,:,...(.0:10,?:,,,30,,,,,NC,E,W,Z;;;i1E, 00 1114 0404 DAV41/42. Er Arnold A.Solomon EAT.Member P.2014 CT ENGINEERING INC 19'-r I 10*-10 3/4" 117 3{4* 1S-1 lir I 21-8*1 1- "" I ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 11/26/14 PLACEMENT ONLY.RF_FER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL _ ..,..j01111 PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER am me 5019-B POLYGON INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD paw F: umber RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING 5019 / B-B CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL & TRUSS ':'' COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 0.11F-I All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 163. q )ry CONFORMS TO IG CCNCEl P'0 I I • SIGN NOTED Gk CONCEPT:VTF: ll�-5I h"MJ{pN ORMIN` RE1i5 i Rf51.6MT`x Ry Ne F k >•e 12/22/14 i GARAGE ,` a *-0' g MIIRRANDT ARCNITCCTS FJ1 IL ,,, J1 /,,,..." Ir P we A /AA J1 14 J3 :1Q / J4 M J7.______ J5Q J8 J6_ 7.b:12 J9 J7_ alRN J9 b I i K ' Jln N J10 It '7 Il. rif J9 J8 Y� 1.7: 1�i. co a 7.5,12J7 le J7 a a E9; Is:le J5 El4 ..;: FK11 ,2 Al J4 4d,,okoigh,-,'- £ r�t�- EJ3...... L moa W. SJlt'd ` .IP:,m atilk :1,,, 4 V Al `" E CONFORMS TO DESIGN CONCEPT • / _ ❑ CONFORMS TO DESIGN CONCEPT WITHRFNISIONS AS SHOWN rM•1a2 7.5'12 0 NON-CONFORMING-REVISE AND RESUBMIT 'FEE SEC:2MCO MS BEER RE4'IESED BEE TEREAi.r.03T:491,4:MY - RIm ITE Cfe:I+i LI!_F'Mt EGil'DIVE h:T RELIEVE'IE G- . ;f.24.1C fAfrE:t2 OF FFi*Eti12 T,'DA 4.41F44:1 EITh Ti£ 2ESI'M DFATMSS T D E?_EEFIIATIE?JE Ba Cf Sl.'x TO P41221TT 'YEA 1111/DI NNW, 1/: Arnold A.Soloeior Date:December S.2111 CT ENGINEERING INC r-6'I 15'-11fT l'll 3'4• 10'-10314• I- 19"-8• 181-0' 1 B Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS PLACEMENT ONLY.REFER TO POLYGON NW 11/26/14 TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL PROJECT TITLE REVISION-1: DRAWINGS FOR ALL FURTHER 5019-B POLYGON INFORMATION.BUILDING DESIONSIBLEF RALLN RECORD Paa uniber RESPONSIBLE FOR ALL NON-TRUSS d r PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING .e DESIGNER/ENGINEER OF RECORD TO 5019 / B-B CHECKED BY: REVIEW AND APPROVE OF ALL ( ,,"ii, COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. T#1. 'e_. 0.115"-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 Co►mpuTrus Software Warnings general Notes twvGs: 9; latter and . contractor should be advised d of General Notes and compressionngs construction commences. 2 2x4 web t ac g must be installed whereshown+. 3 Add onaf temporary bong to ire stability during construction is the responsibility oft the erector tonal permanent of the strut ttre is rt ponsibi y of the bung 4* No load should be ' to any component m after bracing and fasteners are complete and at no should any than designloads be to any cOrn nemt.. 5. C;c�m�puYfT-rruf s has no control over an assumes no res l ,ity tar the fabr ca of han. ,;:eshi and �of 6 This n Misled subject to the n talions set forth by TPtt1N TCA int t3+C at, of which wag be furnished upon request. GENERAL MOTES,unless otherwise nom: t This designis bad only upon Parameters shown and is for an�r dual buildingcomponent.Apt r of�t parameters—and p rope sign a tion of caomponet is the responsibility the building designer r 2. dunces the and br r chords to be ly at c o c.and at tt'o.c.;respectively braced thran -41w1 braced by cx>Impact us sl #ti as prod ing C)art r rylen f BC). 3. 2x bridging or lateralbracing r red where . 4. �atIon of trues is the responsibility of the ve c oi*artw: 5. asses trusses arebe used in a non-cora a envlra�nment,' and are for'dry condition-of use, ti; assumes baring at supports fit. tar it nary. 7. �a ss s adequate drainage is provided. f!. Plates coincide wit be loca3fed on both faces of truss,and, d so their vagi er watt t center des. 9•,, ids size of plate in rhes. 10. For basic connector plate design vis see ESR-1311,ESR i9t93(Afi' eft). 'i, O,},7PRQr /..0a uk EXP#RES ) 1111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 1.5" 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 NOTE: Design assumes moisture content does BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. not to exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 7-06-12 7-06-12 1' 1' 1' 12 12 i i M-4x4 7.50[7. Q 7.50 9 ii +0 2 AIA• 4 0 o I 1I PIPMI m of 1 5 0 0 M-3x4 M-3x4 b b b b 1-00 15-01-08 1-00 JOB NAME : 5019-B POLYGON - Al Scale: 0.4424 ,p� �5r`vG�N `6, 17 WARNINGS: GENERAL NOTES,unless otherwise noted: w :�'/r� /p 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 9G 1 0 r E r Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper • 2.2x4 compression web braang 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: MJ s the res nsibili of the erector.Additional ermanent braci of 2'o.c.and at 10'o.c.respectively unless braced throughout their leng@t�h by r+arr„. po tY P ng continuous sheathing such as plywood sheathing(TC)and/or drywali(BC). (r DATE• 11/26/2014 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. h+ {x, W SEQ. : 6125955 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a noncorrosive environment, i• tit �4 TRANS ID: 413 213 design loads be applied to any component. and are for"dry condition"of use. O 14 • 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)II (� fabrication,handling,shipment and installation of components. necessary.Design '�/ +"`C] `L`,,, P Po 7. latesassumes adequate hdrainage isprodded.rsa. '1l 1-1. 6.This design is furnished subject to the Imitations set forth by B.Plates shell be located on both faces of truss,and placed so their center nI n + 11111111111111$1111111 TPI/k U A In copies of which will r furnished upon request. lines coincide with joint center lines. EXf I ES.1 ZJa 1ZO1 J" 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) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC . LUMBER SPECIFICATIONS 15-01-08 GIRDER SUPPORTING 6-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1668) 297 1- 6=(-209) 1326 6- 2=( -26) 371 BC: 2x6 KDDF #1&BTR 2- 3=(-1161) 253 6- 7=(-208) 1316 2- 7=(-492) 142 WEBS: 2x9 KDDF STAND LOADING 3- 4=(-1161) 253 7- 8=(-208) 1316 7- 3=(-208) 989 LL - 25 PSF Ground Snow (Pg) 4- 5=(-1668) 297 8- 5=(-209) 1326 7- 4=(-492) 142 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 15'- 1.5" V 4- B=( -25) 371 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 50.0)+DL( 54.0)= 104.0 PLF 0'- 0.0" TO 15'- 1.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -229/ 1271V -100/ 100H 5.50" 2.03 KDDF ( 625) 15'- 1.5" -229/ 1270V 0/ OH 5.50" 2.03 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.( VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.026" @ 7'- 6.8" Allowed = 0.710" MAX TL CREEP DEFL = -0.053" @ 7'- 6.8" Allowed = 0.947" 7-06-12 7-06-12 MAX HORIZ. LL DEFL - 0.009" @ 14'- 8.0" 1' T i' MAX HORIZ. TL DEFL = 0.015" @ 14'- 8.0" 4-03-05 3-03-07 3-03-07 4-03-05 NOTE: Design assumes moisture content does T not to exceed 19% at time of manufacture. 12 12 7.50 M-4x6 Q 7.50 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 3 PAIS Wind: 140 mph, h=21.5ft, 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 2 9 fko 4 .. T All 'mamaI O IMOAO O I l�� 6 7 8 ��5 I M-3x4 M-1.5x3 M-3x8 M-1.5x3 M-3x4 b b y ), 1 4-01-09 3-05-03 3-05-03 4-01-09 ,1 )' 15-01-08 JOB NAME •. 5019-B POLYGON - A2 ,< t.O PROPFss Scale: 0.3776 <0 ��825/ 1 �(j* WARNINGS: GENERAL NOTES,unless otherwise noted: pf n� (7' ��,:. 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 1:920 7G 0*PE Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper �Ir/ • 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 40"3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,1I�Y DES. BY• MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .,,,,,or"rr #Aar" • is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,. DATE: 11/26/2014 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. 7 4.q/ SEQ. : 6125956 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, G 'If`i +t A.. TRANS 1 D: 413 213 design loads be applied to any component and are for"dry condition" use.supports wedgei6 "7 1 4 .- - 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearingat all su rts shown.Shim or if fabrication,handling,shipment and installation of components. necessary. ,8110 � "r'} `` 4 7.Design assumes adequate drainage is provided. bL. 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 III MINI III VIII VIII VIII NI TPI WTCA in BCSI,copies of which will be furnished upon request. git coincide with joint centerche. 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-1888(MiTek) EXPIRES:12/31/2015 11111 IIIIII1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 20-05-08 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; 20-05-08 GIRDER SUPPORTING 35-09-00 FROM 7-00-00 TO 20-00-00 1- 2=( 0) 60 2-10=(-1590) 6376 10- 3=( -478) 200 14- 8=( -816) 142 2x6 KDDF #/&BTR T2, T4 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=( -7792) 1960 10-11=1-1598) 6394 3-11=( -360) 1150 8-15=(-4944) 1334 BC: 2x8 KDDF #1&BTR 3- 4=( -8308) 2188 11-12=(-2650) 10190 11- 4=( -794) 3452 15- 9=)-2662) 10804 WEBS: 2x4 KDDF STAND; LOADING 4- 5=( -7088) 1896 12-13=(-2884) 11174 11- 5=(-4554) 1232 9-16=(-6658) 1654 2x4 KDDF #1&BTR A; LL = 25 PSF Ground Snow (Pg) 5- 6=(-10450) 2790 13-14=(-2884) 11174 5-12=( -586) 2898 2x4 KDDF STUD B; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0"6V 7=( -9390) 2442 14-15=(-2506) 10196 12- 6=(-1066) 278 2x6 KDDF #2 C; TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 14'- 5.5"7V 8=(-11046) 2840 15-16=( -198) 774 13- 6=( -422) 2244 2x8 DF SS D TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 14'- 5.5" TO 20'- 5.5"8V 9=( -9480) 2360 6-14=(-2548) 758 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 20'- 5.5" V 7-14=(-1114) 4802 TC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 421.9)+DL( 286.9)= 708.8 PLF 7'- 0.0" TO 20'- 0.0" V BC LATERAL SUPPORT <= 12"0C. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 14'- 5.5" 0'- 0.0" -1219/ 4930V -69/ 114H 5.50" 7.89 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR 20'- 5.5" -1852/ 7713V 0/ OH 5.50" 12.34 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" ** For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" ( 2 ) complete trusses required. MAX LL DEFL = -0.125" @ 11'- 9.7" Allowed = 0.977" Join together 2 ply with 3"x.131 DIA GUN MAX TL CREEP DEFL = -0.252" @ 11'- 9.7" Allowed = 1.303" nails staggered at: 9" oc in 1 row(s) throughout 2x4 top chords, MAX HORIZ. LL DEFL = 0.030" @ 20'- 2.8" 9" oc in 2 row(s) throughout 2x6 top chords, MAX HORIZ. TL DEFL = 0.049" @ 20'- 2.8" 6" oc in 2 row(s) throughout 2x8 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs, NOTE: Design assumes moisture content does 9" oc in 2 row(s) throughout 2x6 webs. not to exceed 19% at time of manufacture. 5-11-11 8-06-02 2-06-12 3-04-15 Design conforms to main windforce-resisting f T ,r f f system and components and cladding criteria. 3-03-10 2-08-01 2-06-06 3-03-11 3-00-03 2-02-10 3-04-15 Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T T 320# T +1'20# 1' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=l.6, 7.50 [-:,7' Q 7.50 Truss designed for wind loads in the plane of the truss only. M-4x8 M-5x10 M-3x8 M 3x8 T/1 T26M-56 2 0 25" 13 14 15 16 -/ o M-1.5x3 M-4x10 M-3x8 :71,9-8x8 M-8x10 M-3x8 17:1M-10x10(S) WEDGE REQUIRED AT HEEL(S). ,1 .1 ) .1 ). b ,1 )' 3-01-19 2-04 3-03-11 3-00-03 3-01-15 2-04-06 3-01-07 ,1 ). ), 1-00 20-05-08 JOB NAME : 5019-B POLYGON - B1 '<e,,`� N Q�k'ss Scale: 0.2530 {� GIN7 {,? 4Z7 P/25 WARNINGS: GENERAL NOTES,unless otherwise noted: -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 Q' .9rr�� 0 P IL f Truss•' B1 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 responsibilty 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: MJ400 s the responsibility of erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �r +� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,. DATE• 11/26/2014 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. OREGON 4/ SEQ. : 6125957 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, Lit t. >b A. TRANS I D• 413 213 design loads be applied to any component. and gare for"dry condition"of use. g /� 'T[ 14 ��� • S CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge if fabrication,handling, Desessary. > eRRi y shipment and Installation of components. 7.Design assumes adequate drainage is Provided. L1. 6.This design is furnished subject to the imitations set forth by B.Plates shall be located on both faces of truss,end placed so their center I/WTCA in I,copies of ch will be furnished upon lines e with int center lines. IIII IIII I I III VIII IIII IIII IIII IIIIMIT'Te USA,Inos/CompUTruS ISoftw a 7.6.6(1L)-E request. 10.For basic cod nectoroplate design values see ESR-1311,ESR-1988(MITek) r • 9.Digits indicate size of plate in Inches. EXPIRES:12/31/2015 I • IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-65) 64 1-3-(0) 0 BC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"0C. DON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -9/ 202V -25/ 688 5.50" 0.32 KDDF ( 625) TOTAL LOAD = 42.0 PSF 3'- 10.9" -114/ 131V 0/ OH 1.50" 0.21 KDDF ( 625) 6'- 0.0" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 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 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX IL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" 3-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.021" @ 2'- 0.7" Allowed = 0.268" T 1' MAX BC PANEL TL DEFL = -0.036" @ 3'- 1.4" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 7.50 17. MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 2 Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=20.4ft, 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 ^'i in the plane of the truss only. 0 0 N o/- 1 i 0 I 1 IIIIII �l3 0 M-3x4 * y 6-00 PROVIDE FULL BEARING;Jts:1,2,31 JOB NAME : 5019-B POLYGON - BJ2 �� � o �s Scale: 0.5940 c',,CJ f /1��NC /}��y(,p� /�,,?� WARNINGS: GENERAL NOTES,unless otherwise noted: �J v///27/(f f�.yry,. 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 .92$I PE tr" Truss: BJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+• Incorporation of component is the 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 is the responsibility of the erector.Additional permanent bracing of n� ) ,r+r'r�rr ! continuous sheathing such as plywood sheathing(TC)and/or drywall C. Q DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ e10 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 ,y OREGON 4 SEQ. : 612 5 9 5 8 fasteners are complete and at no dare should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, f;. 'if` 1h TRANS I D• 413 213 design toads be applied to any component. end are for"dry condition"of use. f q .CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if SO 1 4 �✓ S tT 'necessary. At ci!)fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. PRO- 6. This design is furnished subject to the limitations set forth by O.Plates shall be located on both faces of truss,and placed so their center IIIIII IIII VIII I III IIIA VIII VIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-Elate In Inches. Digits connector of basic 10. plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 , 1E1 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-109) 88 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"0C. UON. 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 SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -33/ 266V -40/ 107H 5.50" 0.43 KDDF ( 625) TOTAL LOAD = 42.0 PSF 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) 5'- 11.7" -84/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. MAX TC PANEL LL DEFL = 0.103" M 3'- 7.2" Allowed = 0.425" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.105" @ 3'- 4.8" Allowed = 0.638" 5-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" T MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 NOTE: Design assumes moisture content does 7.50 fr,27 2 -/ not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=21ft, 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 O 0 tD O 1- I d I ,- l 31.2 -/ 0 M-3x4 .1 ), 6-00 PROVIDE FULL BEARING;Jts:1,3,21 • 140 PRo,pe JOB NAME : 5019-B POLYGON - BJ3 �, NG(N si Scale: 0.5457 \ WARNINGS: GENERAL NOTES,unless otherwise noted ! , 1E1 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-167) 153 1-4=(0) 0 BC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. 2-3=( -76) 31 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 SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -23/ 237V -54/ 146H 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -176/ 339V 0/ OH 1.50" 0.43 KDDF ( 625) 7'- 11.7" -15/ 4V 0/ OH 1.50" 0.01 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.061" @ 2'- 9.3" Allowed = 0.427" 3 MAX TC PANEL TL DEFL = -0.058" @ 2'- 11.9" Allowed = 0.641" 12 MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 7.50 0 MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" NOTE: Design assumes moisture content does 2 not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting ') system and components and cladding criteria. 0 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), , load duration factor=l.6, i Truss designed for wind loads o in the plane of the truss only. T," a oPli s- 1 4.m. -�' M-3x4 .1 y 1' 6-00 1-11-11 PROVIDE FULL BEARING;Jts:1,4,2,3! JOB NAME : 5019-B POLYGON - BJ4 ' PRQfi Scale: 0.5029 0GIIV �/0�,q_ n WARNINGS: GENERAL NOTES,unless otherwise noted: ... l�I4r7 -v 17 1.Builder and erection contractor should be advised of all General Notes f.This design Is based only upon the parameters shown and is for an individual '92$$P E F' Truss: BJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2z4 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 �r h.. is the responsibility of the erector.Additional permanent bracing ofll ) continuousImtsheathing nor such l bracingas cing requirede sheathing(TC)whereown+drywall C. „, `c, DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2o Impact bridging or lateral where shown++ ! ,40` SEQ. : 612 5 9 6 0 4.No load should be appAed to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '3'G ,OREGON W fastenem are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �'` q\� TRANS I D• 413 213 design loads be applied to any component. and are for"dry condition"of use. / t S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 14 2., �{�, fabrication,handling,shipment and installation of components. 7.necessary. }�t T_ 6.This design is furnished subject to the!Irritations set forth B,Designlatesassumes adequate one c drainage is truss,and L. I IIIIII II IIIIIII VIII VIII VIII IIII IIII IIII by 1.Plates shall be located both faces of truss, placed so their center TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Anes. MiTek USA,Inc./CompuTrus Software 7.6.6(10-E9.10.FFor basits ic connectoicate sizerplaf tetdesign values see ESR-1311,ESR-1988(Wick) EXPIRES:12131/2015 M IIIIII IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1-2=(-225) 208 1-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=( -90) 40 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -21/ 235V -69/ 185H 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -199/ 370V 0/ OH 1.50" 0.47 KDDF ( 625) 9'- 11.7" -48/ 87V 0/ OH 1.50" 0.14 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR 1SPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/160 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.048" @ 2'- 11.8" Allowed = 0.427" 3 MAX TC PANEL TL DEFL = -0.054" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.9" �( MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.9" 12 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. °III/I I 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 2 (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. r- 0 i L0 of of 1rd 1DETBM 4 MEM4 M-3x9 1, 1, /' 6-00 3-11-11 PROVIDE FULL BEARING;Jts:1,4,2,3I �p PRQfiF/ 7fili,� JOB NAME : 5019-B POLYGON - BJ5 Scale: 0.4366 ��� ��iN s/� WARNINGS: GENERAL NOTES,unless otherwise noted: u' !f i C 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 Truss• BJ5 and Warnings before construction commences. building component.Applicability of design parameters and proper r 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibibty 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 et 14 DES. BY• MJ is the res ^sib f of the erector.Add tional ermeneM brad^ of 2'o.c.and at 10'o.c.respectively unless braced throughout their lenn�th by ,,. 'OW . po riy P 9 continuous sheathing such as plywood sheathing(TC)and/or drywatl(BC). A' 1,C' DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � � EGaN� �f.. 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. : 6125961 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, /� tJ T 4 `�Q 'E" design loads be applied to any component. and are for"dry condition"of use. TRANS I 413 213 5.CompuTrus has no control over and assumes no responsibility for the 6'necessary.assumes"dry full bearing of all supports shown.Shim or wedge If {� fabrication,handling,shipment end installation of components. 7,Design umes adequate drainage Is rovided. RPM � 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 C t1 IIIIIII VIII VIII VIII VIII VIII VIII IIII IIII MTe USA,lncJCompuT s which Software 7.6.6(1 L)E request. 10./For basiccoo connector etdesign values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 1..5 I 111111001 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 10.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TC: 2x4 KDDF #'&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF ql&BTR SPACED 24.0" O.C. NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSE system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, 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. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for 7-11-04 7-11-04 complete specifications. 4 'I' 4 12 12 7.50 M 4x9 Q 7.50 3 NN PATI' /IMMMEMEMMEMMIMO -775 0 M-3x4 M-3x4 y y 1-00 15-10-08 y 1-00 y JOB NAME : 5019-B POLYGON - Cl ' ,. IN Scale: 0.4353 <P .ef�1��f �L7yp/ �/(5 WARNINGS: GENERAL NOTES,unless otherwise noted: f'/4r I l' 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. .7241®PE Truss: Cl 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 �/ continuous sheathing such as plywood sheathing(TC)and/or drywall C. ` ` DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ) AI OREGON O; S EQ. ; 6125963 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, y,. �'T ��. ,(` TRANS I D: 413 213 design loads be applied to any component. and are for"dry condition"of use. ff/y S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V 2' �Q;E- cessary. fabrication,handling,shipment and installation of components. resign ass � j 6.This design is furnished subject to the!Irritations set forth 7.Design assumes adequateatedon bothdthiface Is provided. b I IIIIII VIII VIII I III VIII VIII VIII IIII IIII by 8.plates shall be located faces of truss,and placed so their center TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. ts MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E late in inches. 0.FForribasicicate size connectorplf ate design values see ESR-1311,ESR-1988(MITep EXPIRES.12/31!20`1.5 1 This design prepared from computer input by 111111111111This LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-879) 256 1-7=(-158) 673 2-7=(-221) 196 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-662) 202 7-5=(-166) 669 7-3=( -98) 417 3-4=(-661) 184 7-4=(-211) 196 WEBS: 2x4 KDDF STAND LOADING 4-5=(-877) 243 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( 0) 60 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 0.0" 12.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -83/ 666V -117/ 110H 5.50" 1.07 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 15'- 10.5" -129/ 789V 0/ OH 5.50" 1.26 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.( BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.015" @ 7'- 11.3" Allowed = 0.748" MAX LL DEFL = -0.002" @ 16'- 10.5" Allowed = 0.100" 7-11-09 MAX TL CREEP DEFL = -0.003" @ 16'- 10.5" Allowed = 0.133" 7-11-09 ,. MAX BC PANEL TL DEFL = -0.040" @ 12'- 3.1" Allowed = 0.471" T 9-01-06 3 09-19 3-09-144-01-06f 1 '1' MAX HORIZ. TL DEFL = 0.013" @ 15'- 5.0" 1212 NOTE: Design assumes moisture content does IIM-9x9 7.50 Q 7.50 not to exceed 19% at time of manufacture. 4.0" 3 'f-:47;..7( Design conforms to main windforce-resisting 1111 system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads M-1.5x3 111 ,..11-1.5x3 in the plane of the truss only. 2 w* -dillAllillhhhlh' 0 o o * 1 M-3x6 M-3x4 0 M-3x4 * y y 7-11-04 7-11-09 y > b 15-10-08 1-00 0 PR 04- JOB NAME : 5019-B POLYGON - C2 •\'‘. s',s, Scale: 0.3618 .c%l� 5fl'I' !0flj WARNINGS: GENERAL NOTES,unless otherwise noted: ' ' �PE 1' 1.Bulkier 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 Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+• incorporation of component Is the responsibility of the building designer. 3.Additional temporarybracingto Insure stability during construction 2.Design assumes the top end bottom chords to be laterallybraced at r14 DES. BY: MJ ty 2'o.c.end at 10'o.c,respectively unless braced throughout their length by +AArr, is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywa9(eC). DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON�adN �((f 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. : 6125964 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, '�i4 �r 14 r�Q. �4A design loads be applied to any component. and are for"dry condition"of use. TRANS I D 413 2136.Design assumes full bearing at all supports shown.Shim or wedge if .Ayp`� 5.CompuTrus has no control over and assumes no responsibility for the necessary. .{ �„� fabrication,handling,shipment and installation of components. 7.Design umes 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 hill I MEI VIII VIII II IIII TPI k U A In SCSI,copies of which will be furnished upon request 9 (Digit coindde sizeofplate innt rinches. MiTek USA,Ina/ComptiTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 111 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 15-10-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1121) 221 1-5=(-213) 869 5-2=(-107) 591 4-7=(-794) 176 BC: 2x6 KDDF #1&BTR 2-3=( -553) 134 5-6=(-209) 842 2-6=(-500) 133 WEBS: 2x4 KDDF STAND LOADING 3-4=( -451) 126 6-7=( -42) 73 6-3=( -40) 165 LL = 25 PSF Ground Snow (Pg) 6-4=(-181) 837 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 173.4)+DL( 137.9)= 311.4 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -244/ 1185V -48/ 96H 5.50" 1.90 KDIF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 6'- 0.0" -225/ 1067V 0/ OH 5.50" 1.71 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Single member as shown. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Hangers attached to the bottom chord MAX LL DEFL = -0.007" @ 2'- 5.1" Allowed = 0.254" will have 1.5" max. nail penetration. 4-07-11 1-04-05 MAX TL CREEP DEFL = -0.015" @ 2'- 5.1" Allowed = 0.339" .% For hanger specs. - See a - T gpprov d Tans MAX HORIZ. LL DEFL = 0.002" @ 5'- 10.3" -86 13 1-10-06 1-06-13 1' T .( MAX HORIZ. TL DEFL = 0.003" @ 5'- 10.3" 12 NOTE: Design assumes moisture content does 7.50 not to exceed 19% at time of manufacture. M-9x6 Design conforms to main windforce-resisting 3 M-3x6 system and components and cladding criteria. e� -/ Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-3x5 Truss designed for wind loads in the plane of the truss only. A C III. A11111111 CM= II o C -1 1 Cu o of � 1►M 5 6 + M-5x10 M-1.5x3 M-6x8 M-1.5x3 .1 ) y y 2-05-01 1-10-06 1-08-09 ,1 b 6-00 JOB NAME : 5019-B POLYGON - C GIRD Scale: 0.5126 ��� JRDF��,i� WARNINGS: GENERAL NOTES,unless otherwise noted: �✓� 1I!25 j )r *-y 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 ;920 920 i P G r Truss: C GIRD and Warnings before construction ommences, building component.Applicability of design parameters and proper ay. 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. r0'/►: 3.Additional temporary bracing to insure stabilty 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 Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). It ' DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ NI 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�G �f OREGON 4,/SEQ. : 6125965 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, O 2.° � S.CompuTrus has no control over and assumes no responsibility for the TRANS I D: 413 213 design loads be applied to any component, and are for"dry condition"of use. / 6.Design assumes full bearing at all supports shown.Shim or wedge If 1 t} fabrication,handling,shipment and installation of components. necessary. p �y 6.This design is furnished subject to the limitations set forth 7.Designlaesassumes locatedadeqonne oc drainage is provided.a. 'r'7C!b y��,,, I IIIIII III VIII VIII IIIA VIII VIII IIII IIII by 6 Plates shall be both faces of truss,and placed so their center f 1 TPIMlTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. MiTek USA,IDC./CompUTrus Software 7.6.6(1 L)-E9late In Inches. 10.FFoFor ibasic connector indicatets oplf ate design values see ESR-1311,ESR-1988(MITeIg EXPIRES:12/31/2015 11111 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 20-08-00 GIRDER SUPPORTING 42-00-00 FROM 0-00-00 TO 13-08-00 I1- 2=(-12684) 288IBC12012=(12 MAXG4)MEMBER98FORCES1=(4WR/D F/Cq=l 007-17=(-1384) 6212 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 2x6 KDDF #1&BTR Ti, T3 2- 3=(-14720) 3364 12-13=( -230) 1112 1-13=(-3264) 14454 17- 8=( -510) 2158 BC: 2x8 KDDF #1&BTR LOADING 3- 4=(-12498) 2880 13-14=(-3018) 13626 13- 2=(-6552) 1496 8-18=(-1034) 270 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-15116) 3480 14-15=(-3304) 14900 2-14=(-1132) 272 2x4 KDDF #1&BTR A; TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 20'- 8.0"5V' 7=(-11482) 2668 15-16=(-3298) 14734 14- 3=(-1570) 6936 2x6 KDDF #2 B BC UNIF LL( 500.0)+DL( 360.0)- 860.0 PLF 0'- 0.0" TO 13'- 8.0"61. 7=( 0) 0 16-17=(-3298) 14734 14- 4=(-3514) 800 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 13'- 8.0" TO 20'- 8.0"7'F 8=(-13464) 3100 17-18=(-2232) 10140 4-15=( -532) 2422 TC LATERAL SUPPORT <= 12"0C. UON. ADDL: BC UNIF LL+DL= 40.0 PLF 0'- 0.0" TO 4'- 0.0" V 8- 9=(-12318) 2782 18- 9=(-2222) 10102 16- 5=( -404) 2750 4) 558 BC LATERAL SUPPORT <= 12"OC. UON. 9-10=( 0) 60 ADDL: BC CONC LL+DL= 1067.0 LBS @ 4'- 9.0" 5-17=(-4606) 1074 ADDL: BC CONC LL+DL= 3533.0 LBS @ 14'- 8.0" NOTE: 2x4 OPACIOR AT 24"0C UON. FOR BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES ) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -2373/ 10493V -114/ 70H 5.50" 16.79 KDDF ( 625) 20'- 8.0" -1732/ 7603V 0/ OH 5.50" 12.16 KDDF ( 625) OVERHANGS: 0.0" 12.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 Unbalanced live loads have been Caution: Note bearing area requirements. considered for this design. ( 2 ) complete trusses required. Join together 2 ply with 3"x.131 DIA GUN VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 nails staggered at: MAX LL DEFL = 0.133" @ H'- 10.4" Allowed = 0.987" J<-- 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.362" @ 8'- 10.4" Allowed = 1.317" 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = -0.001" @ 21'- 8.0" Allowed = 0.100" @ HANGER BY OTHERS TO APPLY 5" oc in 2 row(s) throughout 2x8 bottom chords, MAX TL CREEP DEFL = -0.001" @ 21'- 8.0" Allowed = 0.133" CONC. LOAD(S) EQUALLY TO ALL MEMBERS. W 9" oc in 2 row(s) throughout 2x6 webs, M 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. LL DEFL = -0.037" @ 20'- 2.5" 0-09-06 MAX HORIZ. TL DEFL = 0.079" @ 20'- 2.5" f7-11-09 NOTE: Design assumes moisture content does 5-11-11 12 08-12 6-09-01 f not to exceed 19% at time of manufacture. 4 T T 3=05 2=02-09 2-11-04 3-04-08 2-03=10 2-04 3-03-10 Design conforms to main windforce-resisting T T T T T T T T T system and components and cladding criteria. 6-00 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M 3x9+f 12 load duration factor=l.6, 6 ' 7 5O Truss designed for wind loads 7.50 :F in the plane of the truss only. M1BHS-7x1431 1,4_3x5M-3x9 5 M 4x11 M18HS-5x16 T3 M18HS-7x19 M-10x10 - L M 3x5 s 1 2 - T1 , A A o A M-5x16 o $ `� y o N I 11� Iz 13 14 15 0.25" M-3x10 M-8x10 M-1185x3, M-8x10 M-3x8 MSHS-9x18 M-12x14)S) / / / + i6788 / / +3/533#@ / / 1-02-081-11 2-09-05 3-04-08 3-01 3-02-12 2-04 3-01-19 / / / 20-08 1-00 JOB NAME : 5019-B POLYGON - D1 ., ,,,,-, ,-,,s's Gm / 0 Scale: 0.2015 25q;k4 't%� ( WARNINGS: GENERAL NOTES,unless otherwise noted: 17 4t' T92310 PE 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 en Individual Truss: D 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 stadt during construction 2.Design assumes the top and bottom chords to be lateral braced et �' DES. BY• MJ ry ty g 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by / ri�tri- is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 4 ` DATE• 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bddging or lateral bradng required where shown++ QRGON ((f 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. : 6125966 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<0 .44' Z($>, t�.,•�•, design loads be applied la any component. and are for"dry condition"of use. {ty. TRANS I D 413 213 6.Design assumes Pot beating at all supports shown.Shim or wedge If 1{ + (� 5.CompuTrus has no control over end assumes no responsibility for the necessary. 11..� fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the battalions set forth by 8.Plates shall be located on both faces of truss,and placed so their center with joint center IIIIIII VIII VIII VIII VIII VIII VIII IIII IIII MITe USA,InC.I/WTCA in sI,copies of/CompuT S Ich will be Softwarefurnished6.6(1 L)Z request. late In inches. a lines indicateiesize ctoroplate designines. values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 I 111111 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 35-09-00 MONO HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #10TR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 60 2-10=(-1395) 3725 3-10=( -199) 491 8-14=(-5112) 2146 2x4 KDDF #1SBTR Ti 2- 3=(-4654) 1667 10-11=(-2808) 6926 10- 4=( -466) 1604 14- 9=( -346) 253 BC: 2x6 KDDF SS LOADING 3- 4=(-4727) 1739 11-12=(-3219) 7831 10- 5=(-3316) 1508 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-4016) 1515 12-13=(-2895) 6988 5-11=( -104) 797 2x6 KDDF #2 A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=(-7252) 2881 13-14=(-1852) 4414 11- 6=( -725) 484 TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 35'- 9.0" V 6- 7=(-7539) 3023 6-12=( -436) 358 TC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 35'- 9.0" V 7- 8=(-5167) 2081 12- 7=( -126) 824 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=( -54) 55 7-13=(-2265) 1066 TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 13- 8=( -473) 1834 NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -1020/ 3034V -69/ 135H 5.50" 4.85 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 35'- 9.0" -1239/ 3025V 0/ OH 5.50" 4.84 KDDF ( 625) OVERHANGS: 12.0" 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. JT 2: Heel to plate corner = 1.50" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans 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 = 0.401" @ 17'- 6.8" Allowed = 1.742" MAX TL CREEP DEFL = -0.746" @ 17'- 6.8" Allowed = 2.322" MAX HORIZ. LL DEFL = -0.106" @ 35'- 3.5" MAX HORIZ. TL DEFL = 0.164" @ 35'- 3.5" 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=21ft, 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 5-11-11 in the plane of the truss only. 29-09-05 1' T 3-00-04 2-11-07 5-07-08 5-11-09 5-11-09 5-11-09 6-03-01 T T +320# T f l' 1' 1' 12 7.5017 M-4x10 M-7x8(S) M-4x8 yI 5 6 y0.25" M-3x8 M-5x10 M-3x6 -/ M 1.5x3 WV "" a <n ..7"\\ 3V + + + o A io _0••••••-•F•000°.°°- ./ A o 0 10 -11- 11 1' 12 13 14 o M-3x10 M-4x12 0.25" 0.25" M-5x6 M-4x12 ** M18HS-7x14(5) M18HS-7x14(S) * ), ,1 )' l * 5-05-14 7-07-04 7-05-08 7-05-08 7-09 .1 ). 1-00 35-09 y JOB NAME : 5019-B POLYGON - El Seale: 0.1780 �c,,<(,. J N Q,�si© WARNINGS: GENERAL NOTES,unless otherwise noted: {Ct ,!l ✓ t l . 1.Bulkier 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 Ct.. 7,92*•PE t'r Truss: El and Warnings before construction commences. building component.Applicability of design parameters and proper 1111,, 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 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 sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '7 OREGON <C/ SEQ. : 6125967 fasteners are complete and at no lime should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, Lr - N �. TRANS I D' 413 213 design loads be applied to any component. and are for"dry condition"of use. 6. / 14 t�, S.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if �" v„, fabrication,handling,shipment and installation of components. 7necessary. A.� 6.This design is furnished subject to the limitations set forth e•Designlatesassumes adequate onne ofaces drainage iso provided., 'w/ `� IIIIII VIII VIII I III VIII VIII VIII IIII IIII by 6.Plates shall be located both faces of truss,and placed so their center TPINVECA in BCSI,copies of which will be furnished upon request. lines coincide with joint center fines. ts indicate size of MiTek USA,Inc./CompuTru6 Software 7.6.6(1 L)-E9. ate in inches. 10.For�basic connector plate a design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 11E11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #103TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-11=(-657) 1836 3-11=( -116) 139 9-15=( -21) 141 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2319) 568 11-12=(-716) 2555 11- 4=( -137) 819 15-10=( -384) 1313 3- 4=(-2185) 535 12-13=(-755) 2758 11- 5=(-1003) 269 10-16=(-1508) 450 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-1802) 496 13-14=(-681) 2481 5-12=( 0) 313 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2633) 670 14-15=(-513) 1721 12- 6=( -199) 78 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2656) 659 15-16=( -52) 67 6-13=( -208) 121 TOTAL LOAD = 42.0 PSF 7- 8=(-1940) 509 13- 7=( -29) 359 8- 9=( -382) 175 7-14=( -840) 223 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -445) 179 14- 8=( -93) 813 8-15=(-1773) 473 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR DOPSF LIVE LOAD. TOP 0'- 0.0" -226/ 1632V -100/ 181H 5.50" 2.61 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 9.0" =179/ 1480V 0/ OH 5.50" 2.38 KDDF ( 625) ** For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.159" @ 18'- 4.2" Allowed = 1.742" MAX TL CREEP DEFL = -0.321" @ 18'- 4.2" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.059" @ 35'- 7.3" MAX HORIZ. TL DEFL = 0.097" @ 35'- 7.3" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting 7-11-11 26-00-10 1-08-11 system and components and cladding criteria. T Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3-11-07 4-00-04 5 01-01 5-03-08 5-03-08 5-03 08 5-01-01 1-08-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dir), T T 12 load duration factor=l.6, 12 Truss designed for wind loads 7.50 V .1 7.50 in the plane of the truss only. M-5x6(S) M-4x6 M 4x64 M-3x4 0.25",t, 6 M-3x4 M-33 x5 9 M-4x9 M 1.5x3 a 3 \/\/\/N o m 41. 0 i 0 .4., 11 12 13 14 15 16++ o M-3x5 M-3x8 M-3x9 M 3x4 M-3x4 M 4x8 M18HS-3x18(S) M-1.5x3 3, 3 3, 3 3, b l 7-07-07 6-09-02 6-07-06 b 6-07-06 6-09-02 1-04-07 20-00 15-09 y b y 1-00 35-09 JOB NAME : 5019-B POLYGON - E 2Scale: 0.1746 ` ti� IN 1 11/Z5 t WARNINGS: GENERAL NOTES,unless otherwise noted 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 Truss• E2 end Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability duan construction 2.Design assumes the top and bottom chords to be laterallybraced at DES. BY' MJ po ry ty 9 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �/! !r!. Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �v/� 4.No load should be eppled to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 5.Design assumes trusses are to be used in a non-corrosive environment, 7'L"�/�,� SEQ. : 6125968 fasteners are complete and at no time should any loads greater than and are for"dry condition"of use. /V _7 r �� �p �.� TRANS ID: 413 213 design loads be applied to any component. 6.Design assumes full beating at all suppo is shown.Shim or wedge if A ` 6.CompuTrus has no control over and assumes no responsibility for the necessa +"i IL. 6. fabrication,handling,shipment and Installation of components. rO 7,Design sumes adequate drainage is provided. 6.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I/WTCA in BC copies of will be furnished upon ch ines coincide with Joint center fines. IIIIII II II VIII VIII VIII VIII VIII IIII IIIIM Te SA,lnCS/CompUTru6'Software 7.6.6)1 L)E request. 5.I9.F r ts basic connectorcoficate size plate a design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 I IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-11=(-657) 1836 3-11=( -116) 139 9-15=( -21) 141 BC: 2x4 KDDF 416BTR SPACED 24.0" O.C. 2- 3=(-2319) 568 11-12=(-716) 2555 11- 4=( -137) 819 15-10=( -384) 1313 WEBS: 2x4 KDDF STAND 3- 4=(-2185) 535 12-13=(-755) 2758 11- 5=(-1003) 269 10-16=(-1508) 450 LOADING 4- 5=(-1802) 496 13-14=(-681) 2481 5-12=( 0) 313 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2633) 670 14-15=(-513) 1721 12- 6=( -199) 78 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2656) 659 15-16=( -52) 67 6-13=( -208) 121 TOTAL LOAD = 42.0 PSF 7- B=(-1940) 509 13- 7=( -29) 359 8- 9=( -382) 175 7-14=( -840) 223 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -445) 179 14- 8=( -93) 813 ALL FLAT TOP CHORD AREAS NOT SHEATHED 8-15=(-1773) 473 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -226/ 1632V -100/ 181H 5.50" 2.61 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 9.0" -179/ 1488V 0/ OH 5.50" 2.38 KDDF ( 625) ** For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.( VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 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 = -0.159" @ 18'- 4.2" Allowed = 1.742" MAX TL CREEP DEFL = -0.321" @ 18'- 4.2" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.059" @ 35'- 7.3" MAX HORIZ. TL DEFL = 0.097" @ 35'- 7.3" NOTE: Design assumes moisture content does 9-11-11 22-00-10 3-08-11 not to exceed 19% at time of manufacture. f Design conforms to main windforce-resisting 3-11-07 3-09-12 5-03-08 5-03-08 5-03-08 5-03-08 5-03-(08 1-06-03 system and components and cladding criteria. T T T T T T T 4 T 8-00 1-09 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T T T T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=1.6, 7.50 '7:17.50 Truss designed for wind loads M-4x6 M-5x6(S) in the plane of the truss only. M-3x4M-4x6 ' S 0.25"y 6 M 3x4 M-3x5 9 .. M-4x4 0 M-1.5x3 3 + c 0 I rpt O s O , 4. mu \YV\ I 15 o M-3x5 M-3x8 M-3x4 M-3x4 M-3x4 M-4x8 * M18HS-3x18(5) M-1.5x3 .1 J. y ,1 ,1 ). ). 7-07-07 6-09-02 6-07-06 16-07-06 6-09-02 1-04-07 y y b 20-00 15-09 1-00 35-09 y c\tJOB NAME : 5019-B POLYGON - E3 Scale. 0.1746 <04,,," � +v�fi`9si0 WARNINGS: GENERAL NOTES,unless otherwise noted: ✓ ��/Z" 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$P P nCrW E 17- Truss: E3 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 responsibility of the building designer. ' 3.Additional temporary bracing to Insure stability ng construction 2.Design assumes the top and bottom chords to be laterally braced at alpDES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .r�r is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). ,.+"' •' DATE: 11/26/2014 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 appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 6125969 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, I .• 9 \� design loads be applied to any component. and are for"dry condition"of use. I . •7 F 4 TRANS I D: 413 213 6.Design assumes full bearing at all supports shown.Shim or wedge If S! 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. R}�� 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 VIII II II VIII I III VIII VIII VIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits indicate size of plate In inches. MITBk USA,InC./COmpuTrus Software 7.6.6(1L)-Z 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 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF %1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2344) 517 1- 9=(-506) 1918 9- 2=1 0) 226 12- 7=( -8) 513 BC: 2x4 KDDF ffl&BTR SPACED 24.0" O.C. 2- 3=(-1944) 517 9-10=(-507) 1916 2-10=(-361) 184 7-13=(-1624) 405 3- 4=(-1561) 491 10-11=(-419) 1831 10- 3=(-131) 679 13- 8=1 -109) 82 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-1766) 526 11-12=(-387) 1683 10- 4=(-450) 136 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1169) 406 12-13=(-248) 903 14_11_1 -90) 116 116 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1433) 428 TOTAL LOAD = 42.0 PSF 7- 8=( -83) 93 5-12=(-852) 236 6-12=1 -91) 469 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 BAG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES ) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -196/ 1508V -159/ 210H 5.50" 2.41 KDDF ( 625) ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 35'- 9.0" -190/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.091" @ 17'- 3.1" Allowed = 1.742" MAX TL CREEP DEFL = -0.183" @ 17'- 3.1" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.044" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.072" @ 35'- 5.5" 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. 11-11-11 16-00-10 7-08-11 Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1' '( T 1 (Ail Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6-02-15 5-08-12 5-03-06 5-05-14 5-03-06 3-11-09 3-09-02 load duration factor=l.6, f 1' ' '1 1' 1' ' T Truss designed for wind loads 12 12 M 4x6 "7,17 in the plane of the truss only. 7.50 M 4x65 M-3x4 M-3x4 e 4 5 Q 7.50 ,, r o' M-3x5 7 M-3x9 2 +; .M-1.5x3 s 0 1 0 0 o {} mm MM 4.8 M 9 10 T' �1 12 13 ** o tM- 3x5 M-1.5x3 M-3x8 0.25 M-3x8 M-3x5 M-5x6(S) b b b y 3 3. 6-01-03 5-06-04 8-04-09 8-04-09 7-04-07 3. b 35-09 �s\k.C3 PRoicess JOB NAME : 5019-B POLYGON - E4 Sale: 0,1886 ``%n1� 5p /045 q WARNINGS: GENERAL NOTES,unless otherwise noted: Q' ` 0 P E f~ t.Builder and erection contractor should be advised of all General Notes t.This design Is based only upon the parameters shown and Is for an individual Truss• E4 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 desgner. 3.Additional temporary bracingto Insure stabilityduringconstruction 2.Design assumes the top and bottom chords to be lateral braced at 4 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 lengqth by ,,,,,mw, r�lla., po ty P continuous sheathing such as plywood sheathing(TC)and/or drywali(BC). DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ RCi�}� �(U 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.SEQ. : 6125970 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, ��"/ 4 00 .,�„ design loads be applied to any component. and are for"dry full bearing g use. Id, TRANS I D 413 213 6.Design assumes full bead ng at ell supports shown.Shim or wedge if / t 5.CompuTrus has no control over and assumes no responsibility far the necessary. "1 1�,,,y fabrication,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 IIII VIII VIII VIII VIII VIII IIII IIII TJwhich will furnished upon request. 9. MiTe USA,lnCCompuT us Software 6.6L)E linesde with Joint center lines. 10. connector oao basic plte design values see ESR-1311,ESR-1988(MITek) EXPI RES:12 31/215 1E1 11 III) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF j1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2344) 625 1-11=(-580) 1930 11- 2=( 0) 226 15-10=(-109) 85 BC: 2x4 KDDF tl&BTR SPACED 24.0" O.C. 2- 3=(-1944) 632 11-12=(-5B1) 1928 2-12=( -361) 175 WEBS: 2x4 KDDF STAND 3- 4=( 0) 0 12-13=(-524) 1840 12- 3=( -135) 673 LOADING 3- 5=(-1572) 581 13-14=(-484) 1682 12- 5=( -458) 148 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1770) 626 14-15=(-300) 903 5-13=( -90) 116 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8-(-1177) 476 13- 6=( 0) 397 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 6-14=( -860) 269 8- 9=(-1433) 518 8-14=( -83) 478 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -83) 99 14- 9=( -33) 510 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-15=(-1624) 999 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -261/ 1508V -160/ 2110 5.50" 2.41 KDDF ( 625) 35'- 9.0" -270/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.091" @ 17'- 3.1" Allowed = 1.792" MAX TL CREEP DEFL = -0.183" @ 17'- 3.1" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.044" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.073" @ 35'- 5.5" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 13-11-11 12=00-10 9-08-11 Design conforms to main windforce-resisting ff f f system and components and cladding criteria. 6-02-15 5-06-04 2-02-08 3-03-06 5-05-14 3-03-06 2-02-08 3-09-02 3-09-02 T T T T T T T T T T Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12-00 7-09 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1' T 4 7 T 1' load duration factor=1.6, 12 M-4x612 Truss designed for wind loads 7.50 3 M-3x4 M-3x4 8 4x6 'Cl 7.50 in the plane of the truss only. 5 6 rr in, V M-3x5 9 Iiiislis +.: M-3x4 2 , M-1.5x3 ti -/ 0 0 0 rn o t i. 6 ear m 0 1** 11 12 '( 3 X14 +*15 -/ o M-3x5 M-1.5x3 M-3x8 0.25 M-3x8 M-3x5 M-5x6(S) J ), ), ). ). y 6-01-03 5-06-04 8-04-09 8-04-09 7-04-07 ,1 y 35-09 JOB NAME : 5019-B POLYGON - E5 .', ' � PR0 Scale: 0.1848 �5 ,041G))�N 'a, pfd WARNINGS: GENERAL NOTES,unless otherwise noted: ✓ ��I ' C17 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 S f PE 1- Truss: E5 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 chorda to be laterally 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 sheathing such as plywood sheathing(TC)and/or drywail(6C). • DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Q 4.No load should be appled to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 6125971 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 le \t" A., design loads be applied to any component. and are for"dry condition"of use. / 11, TRANS I D: 413 213 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 4 2. �th, fabrication,handling, Design assumesessary. �}" F?R T' shipment and Installation of components. 7.Design adequate drainage is provided. / 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 I IIIIII III VIII VIII IIIA VIII VIII III IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Piles. 9.Digits indicate size of plate In inches. 10. n MiT6k USA,InC./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(Maar() EXPIRES: 2/3 /2015 11111. 11E1 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2344) 625 1-11=(-580) 1930 11- 2=( 0) 226 15-10=(-109) 85 BC: 2x4 KDDF 61&BTR SPACED 24.0" O.C. 2- 3=(-1944) 632 11-12=(-581) 1928 2-12=( -361) 175 WEBS: 2x4 KDDF STAND 3- 4=( 0) 0 12-13=(-524) 1840 12- 3=) -135) 673 LOADING 3- 5=(-1572) 581 13-14=(-484) 1682 12- 5=( -458) 148 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1770) 626 14-15=(-300) 903 5-13=( -90) 116 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1177) 476 13- 6=( 0) 397 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 6-14=) -860) 269 8- 9=(-1433) 518 8-14=) -83) 478 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -83) 94 14- 9=( -33) 510 ALL FLAT TOP CHORD AREAS NOT SHEATHED $ 9-15=(-1624) 499 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 0.0" -261/ 1508V -160/ 211H 5.50" 2.41 KDDF ( 625) 35'- 9.0" -270/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) ** For hanger specs. - See approved plans 'GOND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.091" @ 17'- 3.1" Allowed = 1.742" MAX TL CREEP DEFL = -0.183" @ 17'- 3.1" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.044" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.073" @ 35'- 5.5" 15-11-11 8-00-10 11-08-11 NOTE: Design assumes moisture content does ? ,- not to exceed 19% at time of manufacture. 6-02-15 5-06-04 2-02-08 3-03-06 5-05-14 3-03-06 2-02-08 3-09-02 3-09-02 T T T T f T T T T f Design conforms to main windforce-resisting system and components and cladding criteria. 12-00 M-4x6+ M-4x6+ 7-09 1' 4 Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 / $ 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.5017. 4 load duration factor=l.6, o 7 Q 7.50 Truss designed for wind loads M-4x6 i M-4x6 in the plane of the truss only. 3 M 5x9 N M-6x4 $ 8 Q w or v M-3x5 9 M-3x4 ,� +. + M-1.5x3 1111411111111111111111111N- -/a 0 i 0 o MI A. /1** 11 123 14 **15 o M- 3x5 M-1.5x3 M-3x8 0.25) M-3x8 M-3x5 M-5x6(S) b l b > ), 6-01-03 5-06-04 8-04-09 8-04-09 7-04-07 I 35-09 JOB NAME : 5019-B POLYGON - E6 Scale: 0.1828 \�� t. ��� S� WARNINGS: GENERAL NOTES,unless otherwise noted: ! `F7� 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 Truss: E 6 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+• incorporation of component Is the 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 4 DES. BY• MJ s the res nslWli of the erector.Additional ermanen bracin of 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by �R��.a , po H P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). (,. DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �f;. 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. th W SEQ. : 6125972 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 ••�, TRANS ID: 413 213 design loads be applied to any component. Des are for"dry condition"of use. �t� • 5.CompuTrus has no control over and assumes no responsibility for the 8.and are ssumes full bearing at all supports shown.Shim or wedge If ,� r 4 V�. fabrication,handling,shipment and Installation of components. 7.Design necessary.umes adequate drainage is provided. 418'P R 11.r 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 IIIIIII VIII III IIIIII VIII VIII VIII IIII IIIITPINYfCA in BCSI,copies of which will be furnished upon request, linescoincide with joint center tines. 9.Digits Indicate size oft plate in tines. C MiTek USA,IDC./COmpuTruS Software 7.6.6(1 L)-Z 10. iFor basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 CAI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #l6BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2344) 850 1-11=(-742) 1946 11- 2=( 0) 226 15-10=(-109) 88 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=)-1944) 861 11-12=(-743) 1945 2-12=( -361) 158 WEBS: 2x4 KDDF STAND 3- 4=(-1588) 769 12-13=(-802) 1859 12- 3=( -226) 676 LOADING 3- 5=( 0) 0 13-14=(-745) 1676 12- 4=( -457) 287 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 7=(-1776) 898 14-15=(-409) 903 4-13=( -100) 136 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=( 0) 0 13- 7=( -24) 433 TOTAL LOAD = 42.0 PSF 7- 8=(-1188) 620 7-14=( -860) 450 B- 9=(-1433) 692 8-14=( -156) 480 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -83) 95 14- 9=( -119) 508 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-15=(-1624) 692 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 0.0" -398/ 1508V -161/ 213H 5.50" 2.41 KDDF ( 625) ** For hanger specs. - See approved plans 35'- 9.0" -438/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.106" @ 12'- 0.0" Allowed = 1.742" MAX TL CREEP DEFL = -0.185" @ 17'- 3.1" Allowed = 2.322" 0-08-10 0-08-10 MAX HORIZ. LL DEFL = -0.048" @ 35'- 5.5" 17-11-11 4-00-10 13-08-11 MAX HORIZ. TL DEFL = 0.073" @ 35'- 5.5" T 6-11-09 11-00-02 10-00-05 7-09 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 6-02-15 5-06-04 5-05-14 4-00-10 5-05-14 3-09-02 3-09-02 '1. T '( T T T f T . f Design conforms to main windforce-resisting 12-00 7-09 system and components and cladding criteria. T 12 T 5 6 T T Wind: 140 mph, h=24.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.50 Q 7.50 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-4x640. M-3x4 M 3x9 Il `a-4x6 4 7 M-3x5(S) 111111111111111L M-3x5 41 .1 ,111111 ,.. irir 111 9 M-3x4 A2 �r .M-1.5x3 0 0 a t o - o O .:1** 11 -2 }3 14 a*is ri o M-3x5 M-1.5x3 M-3x8 0.25' M-3x8 M-3x5 M-5x6(S) ,6 ). ,1 ). ). 6-01-03 5-06-04 8-04-09 8-04-09 7-04-07 .1 y 35-09 JOB NAME : 5019-B POLYGON - E745 0.1691 I " tGIN► o �,6�WARNINGS: GENERAL NOTES,unless otherwise noted /F ItI-1C171.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 T92.(PPE /`" Truss: E7 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 r ,� DATE: 11/26/2014 the overall structure Is the responsibility of the buildingdesigner. continuousx sheathing such l braas ing plywood sheathing(TC)sown drywall C. c� ' P ty g 3.2x Impact bridging or lateral bracing required where shown++ / S E 6125973 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 ^V 4• • 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;:04'-'1)." Z �� design loads be applied to any component. and are for"dry condition"of use, TRANS I D: 413 213 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if y L{ t�� fabrication,handling,shipment and Installation of components. necessary. d P R I� S 7.Design assumes adequate drainage is provided. '"f 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 111111111 I VIII I III VIII IIIA VIII III IIIITPI/WrCA In BCSI,copies of which will be furnished upon request nes coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,InC./CCmpuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11 IIII11I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2278) 499 1- 8=(-947) 2006 2- 8=(-303) 246 6-11=(-1611) 404 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2046) 506 8- 9=(-295) 1618 8- 3=1 -65) 577 11- 7=( -54) 55 WEBS: 2x4 KDDF STAND 3- 4=(-1346) 451 9-10=(-238) 1215 3- 9=(-759) 300 LOADING 4- 5=(-1360) 448 10-11=(-215) 762 9- 4=(-284) 1027 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1406) 366 9- 5=(-330) 228 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -59) 75 5-10=(-271) 177 TOTAL LOAD = 42.0 PSF 10- 6=( 0) 628 ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -236/ 1508V -286/ 338H 5.50" 2.41 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 35'- 9.0" -231/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.088" @ 13'- 3.6" Allowed = 1.742" MAX TL CREEP DEFL = -0.171" @ 10'- 2.6" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.041" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.065" @ 35'- 5.5" 20-00 15-09 NOTE: Design assumes moisture content does T1' not to exceed 19% at time of manufacture. 6-10-14 6-05-11 6-07-07 6-07-07 6-07-03 2-06-06 T f f 1 T T 1' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. M-4x67.50 7.50 Q 0" Wind: 140 mph, h=25.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 4 4 .0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1111 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-5x6(5) 0.25" M-3x4 35 M-1.5x3 :6M-4x9 z ' 41111111111k& M-1.5x3 7 o i o 0 0 rn 4. ,. o1M-3x5 f M-3x4 0.25 M-3x4 M-3x4 o M-5x8(S) y l b ,) b 10-02-10 9-09-06 9-09-06 5-11-10 b y 35-09 ,0 PRots, JOB NAME : 5019-B POLYGON - E8 Scale: 0.1636 \�� "" % WARNINGS: GENERAL NOTES,unless otherwise noted: w 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 4 7.!l i g5 P E t" Truss: E8 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 responsibibty 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 aly 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�rr , Po b continuous sheathing such as plywood sheathing(TC)and/or drywalllC). r+� (,' DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � �Eta�N� �/,, 4.No load should be appNed to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. to ik `Y SEQ. : 6125974 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, t. 2 design loads be applied to any component. and are for"dry condition"of use. t- TRAN S I D: 413 213 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..% .74 }�` 1 4 �P necessary. fi r `(-`„ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII I III VIII VIII VIII IIII IIII TPI/WTCA In BCSI,copies of which will be furnished upon request. git coincideintwith jointfcenterche. 9.Digitssni dsize of plateo 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 • • IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 9-00-00 GIRDER SUPPORTING 35-09-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-4068) 888 1-5=(-764) 3262 5-2=( -380) 1796 4-7=(-2324) 532 BC: 2x6 KDDF 416BTR 2-3=(-2506) 578 5-6=(-752) 3200 2-6=(-1330) 334 WEBS: 2x4 KDDF STAND LOADING 3-4=(-2108) 510 6-7=) -48) 102 6-3=( -234) 1040 LL = 25 PSE Ground Snow (Pg) 6-4=( -668) 2986 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 9'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 921.9)+DL( 306.9)= 728.8 PLF 0'- 0.0" TO 9'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -815/ 3691V -64/ 128H 5.50" 5.91 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 0.0" -767/ 3443V 0/ OH 5.50" 5.51 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 Join together 2 ply with 3"x.131 DIA GUN MAX LL DEFL = -0.019" @ 3'- 1.0" Allowed 0.404" nails staggered at: MAX TL CREEP DEFL = -0.038" @ 3'- 1.0" Allowed = 0.539" 9" oc in 1 row(s) throughout 2x4 top chords, 6" oc in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = 0.004" @ 8'- 10.3" 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. TL DEFL = 0.007" @ 8'- 10.3" 5-11-11 3-00-05 NOTE: Design assumes moisture content does T f T not to exceed 19% at time of manufacture. 3-02-13 2-06-06 3-02-13 Design conforms to main windforce-resisting f T T T system and components and cladding criteria. 12 7.50 M-9x6 Wind: 140 mph, h=21ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, 3 =M-4x9 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), For hanger specs. - See approved plans 1000, q load duration factor-1.6, D Truss designed for wind loads C in the plane of the truss only. li1 M-3x5 lill 2 r I 0 ro ko All Ill ci'f 1k- 5 6 7 o M-5x10 M-3x6 M-6x8 M-3x8 ** ,1 ,1 ), ,k 3-01-01 2-06-06 3-09-09 ,1 ,1- 9-00 9-00 JOB NAME : 5019-B POLYGON - E GIRD Scale: 0.4119 ,5' GIN? ssl WARNINGS: GENERAL NOTES,unless otherwise noted: {Ct ///25f 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 t®r_pE tir Truss: E GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporaryinsure s bracing to tability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. B�': 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 r499410.11. continuous sheathing such as plywood sheathing(TC)and/or drywaillC). DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ O [ f SEQ. : 6125975 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 `i fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, L G•� S \ i(, TRANS I D: 413 213 design loads be applied to any component. and are for"dry condition"of use. / .CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If 0 14 fabrication,handling,shipment and installation of components. necessary. A Fi `t. 6.This design is furnished subject to the limitations set forth 7 Design assumes adequate drainage is truss,a '�/ L I IIIIII VIII VIII I III VIII VIII VIII IIII IIIIby 8.Plates shall be located on both faces of and placed so their center TPIMlrCA in BCSI,copies of which will be furnished upon request. lines coindde with joint center lines. 9. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For Digits indicate connector platete in inches. design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 60 2-5=10) 0 BC: 2x4 KDDF #1&8TR SPACED 24.0" O.C. 51 3-4=( 166 )6) 130 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -57/ 174H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 ROOF ( 625) 5'- 11.2" -166/ 337V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 10.9" -18/ 2V 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLYa -> MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 12 0MAX TC PANEL LL DEFL = 0.059" @ 2'- 9.3" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" 7.50 MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 3 MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.2" NOTE: Design assumes moisture content does '' not to exceed 19% at time of manufacture. I Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. I 5 0 M-3x4 .1 b 1 ), 1-00 6-00 1-10-15 'PROVIDE FULL BEARING;Jts:2,5,3,4! sA, JOB NAME : 5019-B POLYGON - EJ3 scale: 0.5079 �5, t1GIN �� ti," II1 47 tir WARNINGS: GENERAL NOTES,unless otherwise noted: ^�g2 ®P E 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual / Truss• EJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper . 2.2x4 compression web bradng must be installed where shown+• Incorporation of component is the responsibitty of the building designer. /' 3.Additional temporary bracing to Insure stabiF during construction 2.Design assumes the top and bottom chords to be laterally braced at A pplip Po ry ty 2'o.c.and at 10'o.c.respectively unless braced throughout their leng$th by 1/11040,DES. BY: MJ is the responsibility of the erector.Additional permanent bradng of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE• 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ L OREGON �1(/ 4.No load should be appked to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6125976 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, .f�r 4' Z� ,S design loads be applied to any component. and are for"dry condition"of use. T' TRANS I D: 413 213 5.CompuTtus has no control over and assumes no responsibility for the 6.andarnecessary.ssumes full bearing et ell supports shown.Shim or wedge if ` �' fabrication,handin shl ment and Installation of com onents. `F?F1}L`"' g. P P 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 VIII VIII VIII VIII VIII VIII IIII IIIITPIANTCA in SCSI,copies of which will be furnished upon request. Digitsgit coincide with joint tecenter Eyes. 9. indicate osisize of cin inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-131t,ESR-1988(MITek) EXPIRES.12/31/2015 11E111111111This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-224) 205 3-4=( -89) 40 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 375V -72/ 214H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -191/ 365V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 10.9" -48/ 89V 0/ OH 1.50" 0.14 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 4 -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LI 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 = 0.039" @ 3'- 4.9" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.641" 12 MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.2" 7.50 MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.2" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 3 Design conforms to main windforce-resisting system and components and cladding criteria. I� ,-, Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=1.6, `� Truss designed for wind loads in the plane of the truss only. iO o/- m -1 1 510 � M-3x4 ,1 ). 1' /' 1-00 6-00 3-10-15 'PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME: 5019-B POLYGON - EJ4 Seale: 0.4522 ��� ��G�N OF�6,satOt /0 WARNINGS: GENERAL NOTES,unless otherwise noted: /1/2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual CC. 1;920 OPE E Truss: EJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the 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 ,"rmfr DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �f�rr. is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 01r " DATE: 11/26/2014 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 appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. q' OREGON (X 4, i SEQ. : 6125977fasteners are complete end at no time should any loadsc greater then 5.Design assumes trusses are to be used In a noncorrosive environment, G �'2 design loads be applied to any component. and are for"dry condition"of use. 6fu / }E' � ., TRANS I D: 413 213 5.CompuTrus has no control over and assumes no responsibility for the .Design assumes ll bearing at all supports shown.Shim or wedge if 4 1 4 �Q, fabrication,handling, Design asscessary. F1 `Ir shipment and installation of components. T,Design assumes adequate drainage Is provided. R b 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 111111111111111111011 TPI WTCA in BCS',copies of which will be furnished upon request. git coincidentwith joint aIn lines. 9.Digits indicate size of plate In Inches. 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 12/31/201 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x4 KDDF 910BTR SPACED 24.0" O.C. 2-3=(-223) 208 3-4=( -90) 40 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" 2.8" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 374V -73/ 216H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -193/ 368V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 0.0" -60/ 93V 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP -, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 4 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" 0 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.023" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.031" MAX TC PANEL LL DEFL = 0.038" @ 3'- 4.9" Allowed = 0.427" 12 MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.641" 7.50 MAX HORIZ. LL DEFL = -0.003" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 9'- 11.2" NOTE: Design assumes moisture content does 3 not to exceed 19% at time of manufacture. cy Design conforms to main windforce-resisting 0 of system and components and cladding criteria. rn o Wind: 140 mph, h=22.9ft, 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. or- 7"--- - Prid o� 0.020 510 .E=01`� M-3x4 1-00 6-00 4-02-12 PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : 5019-B POLYGON - EJ5 Scale: 0.9976 �� f G)IN /0 WARNINGS: GENERAL NOTES,unless otherwise noted: !1/z5I �-� 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 •PE r Truss• EJ5 and Warnings before constriction commences. building component.Applicability of design parameters and proper 400000,,,00, 2.2u4 compression web bracing must be Installed where shown+• incorporation of component is the responaibftty 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 is the res oath G of the erector.Additional rmanenf bracin of 2'o.c.and at 10'o.c.respectively unless braced throughout their len th by A,,.+�r, n,, po ty pe 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE• 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ���+ 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. 'P' A_ ��,. �`�,F SEQ. : 6125978 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, 'rl TRANS ID: 413 213 design loads be applied to any component. and are for"dry condition"of use. t� • 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� +(7�.{' fabrication,handling,shipment and Installation of components. necessary. "!, '�R1t‘- P P 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,end placed so their center 111111111111111 TPINVTCA in BCSI,copies of which will be furnished upon request Digit coincide with Joint ate in Ines. 9.Digits o ncide size of plate to Anes. p 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 • 111 IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 42-00-00 MONO HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 60 2-12=(-2996) 7974 12- 3=( -856) 2506 17- 8=( -68) 410 2x4 KDDF 41&BTR Ti 2- 3=( -9520) 3430 12-13=(-2676) 7082 3-13=(-1056) 428 8-18=(-1088) 664 BC: 2x6 KDDF #1&BTR LOADING 3- 4=( -7016) 2662 13-14=(-3808) 9418 13- 4=( -986) 2792 18- 9=( -608) 1884 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=) -5936) 2290 14-16=(-4880) 11904 13- 5=(-4142) 1790 9-19=(-2924) 1364 2x4 KDDF #1&BTR A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0"31- 6=) -9596) 3840 15-17=( -334) 816 5-14=( -530) 1646 19-10=( -802) 2592 TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 42'- 0.0"61. 7=(-11768) 4796 17-18=(-4378) 10522 14- 6=(-2778) 1236 10-20=(-5980) 2524 TC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 42'- 0.0" 8=(-10878) 4438 18-19=(-3598) 8582 6-16=( -276) 994 20-11=( -332) 238 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=( -9990) 4058 19-20=(-2186) 5128 15-16=( 0) 120 TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 9-10=( -6398) 2588 16- 7=( -394) 952 10-11=( -50) 54 16-17=(-4166) 10190 NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7-17=(-1198) 726 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -1243/ 3576V -70/ 135H 5.50" 5.72 KDDF ( 625) 42'- 0.0" -1454/ 3533V 0/ OH 5.50" 5.65 KDDF ( 625) ** For hanger specs. - See approved plans ( 2 ) complete trusses required. J� Join together 2 ply with 3"x.131 DIA GUN !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. nails staggered at: 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 top chords, MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" XX 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" 9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL = 0.463" @ 19'- 1.3" Allowed = 2.054" MAX TL CREEP DEFL = -0.861" @ 19'- 1.3" Allowed = 2.739" MAX HORIZ. LL DEFL = -0.138" @ 41'- 8.5" MAX HORIZ. TL DEFL = 0.214" @ 41'- 8.5" 5-11-11 36-00-05 T T T NOTE: Design assumes moisture content does 3-02-11 4-03-15 5-10-07 5-06-15 not to exceed 19% at time of manufacture. f 1 T f 1' T 1 1' Design conforms to main windforce-resisting 2-09 3-08-06 5-01-04 5-06-15 5-10-07 system and components and cladding criteria. T T �r320# T T T T T 1 T 12 Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M=7x8(5) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir(, 7.50 load duration factor=l.6, M 5x64 M- x8 M- x5 M- x4 0825" Truss designed for wind loads M- x5 M-13610 M-11,15x3 in the plane of the truss only. M 3x63 0 o M 3x8 _ _ !.��,.- o AZ 1 i 12 1-3 1 1 6 4e = �� rn II l M-6x8 M-3x51 0l s I 18 1 a ** M-3x10 M-31.5x3 M-/x18 0.25" M2-39x5 M-3x10 WEDGE WITH 2)M-1.5x3 TYP. M-7x10 a 3.75 M-7x8(5) 12 1 1 J. J. 1 J. J. 1 2-05-08 4-05-11 5-01-04 7-05-04 1 1 1 1 1 1 1 1 3-00-06 4-02-03 7-07 7-08-12 1 1 1 1 2-05-08 11-06-08 28-00 11 1 1-00 42-00 JOB NAME •. 5019-B POLYGON - Fl �,� ��� Scale: 0.1200 .0"\ re- \AG(NI6.>0 45.1 t-///25/PTY WARNINGS: GENERAL NOTES,unless otherwise noted: 4t. 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 far an individual - •PE Truss: F 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 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 by400008. continuous sheathing such as plywood sheathing(TC)and/or drywalC). DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : 6125980 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. -S'� A OREGON�sa40 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 *7'7 design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 413 213 6.Design assumes full bearing at all supports shown.Shim or wedge if 14 5.CompuTms hes no control over and assumes no responsibility for the necessary. 4f�+. t fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. C R R I1,,,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 III I VIII IIII III VIII VIII IIII IIII IIIITPIIWTCA 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./CompuTfu9 Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/311201 5 EMI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( -4620) 837 1-12=1 -603) 3768 2-12=( -231) 357 8-17=(-1266) 5535 2x6 KDDF #1&BTR T3 SPACED 24.0" O.C. 2- 3=( -4407) 843 12-13=1 -495) 3543 12- 3=( -177) 435 17- 9=(-6885) 1644 BC: 2x6 KDDF #1&BTR; 3- 4=1 -3915) 840 13-14=1 -528) 3915 3-13=1 -534) 423 9-18=(-2034) 8907 2x10 KDDF #1&BTR B3 LOADING 4- 5=( -3252) 753 14-15=1 -528) 3915 13- 4=( -312) 1695 WEBS: 2x4 KDDF STAND; LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -4245) 984 15-16=(-1272) 6903 13- 5=(-1308) 342 2x10 KDDF #2 A DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -5109) 1107 16-17=1-1911) 9624 14- 5=( 0) 288 TOTAL LOAD = 42.0 PSF 7- 8=1 -8313) 1764 17-18=1-3174) 14925 5-15=) -318) 879 TC LATERAL SUPPORT <= 12"0C. UON. 8- 9=(-11706) 2505 18-10=1-3420) 16002 6-15=1 -441) 2280 BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 9-10=(-19134) 4176 15- 7=(-3786) 939 ADDL: BC CONC LL+DL=10493.0 LBS @ 42'- 1.5" 10-11=1 0) 60 7-16=( -882) 4188 16- 8=(-4674) 1101 NOTE: 2x4 BRACING AT 24"0C UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -481/ 2791V -262/ 256H 5.50" 4.47 KDDF ( 625) OVERHANGS: 0.0" 12.0" ( 3 ) complete trusses required. 46'- 3.0" -2579/ 11703V 0/ OH 5.50" 18.73 KDDF ( 625) Join together 3 ply with 3"x.131 DIA GUN JT 10: Heel to plate corner = 1.50" nails staggered at: 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x4 top chords, -4 - 9" oc in 2 row(s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.101" @ 35'- 10.1" Allowed = 2.267" 9" oc in 3 row(s) throughout 2x10 bottom chords,W. MAX TL CREEP DEFL = -0.313" @ 35'- 10.1" Allowed = 3.022" 9" oc in 1 row(s) throughout 2x4 webs, MAX LL DEFL = -0.000" @ 47'- 3.0" Allowed = 0.100" 9" oc in 3 row(s) throughout 2x10 webs. MAX TL CREEP DEFL = -0.000" @ 97'- 3.0" Allowed = 0.133" ** HANGER BY OTHERS TO APPLY CONC. LOAD(S) EQUALLY MAX HORIZ. LL DEFL = -0.026" @ 45'- 9.5" TO ALL MEMBERS. PROJECT ENGINEER TO REVIEW AND INSURE MAX HORIZ. TL DEFL = 0.063" @ 45'- 9.5" THAT CONNECTION TRANSFERS LOAD TO PLY OPPOSITE HANGER. NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 17-05-11 11-03-10 17-05-11 Design conforms to main windforce-resisting 6-02-02 5-05-12 5-09-13 5-07-13 5-07-13 6-09-04 3-02-092-11-09 4-06-04 system and components and cladding criteria. T '1 1' ')' 1' '1 T f f 1' 12 12 Wind: 140 mph, h=24.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.50 M-4x6 M-3x8 M-4x6 ' 7 50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 5 6 load duration factor=l.6, M-5x6(S) . i3..., o Truss designed for wind loads in the plane of the truss only. 0.25" + LATERALLY BRACE TO ROOF DIAPHRAGM 3 M=3x6 M-5x8(S) + 2X4 WEB BRACE REQUIRED. 0.25" M-1.5x3 �� 2 + +. 9M-4x12 /� M-4x10 MD C 0 0 0 B T 46 17 0 ll B3 `1 to i 1 M-3x4 M-3x912 14 15 0.25 M-4x6 M-5x16.25" M 1.5x3 M-3x80 M-7x8(S) M-12x14(S) 10993# y y1, b b i, b y 8-11 8-00-14 6-01-10 6-01-10 6-06-15 3-02-093-00-13 4-01-08 b y y 46-03 1-00 JOB NAME •. 5019-B POLYGON - F1 GIRD Sale: 0.1379 �`3t ,Ike,INEe41,, `/4 WARNINGS: GENERAL NOTES,unless otherwise noted: Cl f/1�/26/IfY c 144 ' 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 n: -92 0®P E /" Truss• Fl GIRD 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 buil dng designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4 DES. BY• MJ s the res nsib li of the erector Additional ermanent bracln of 2'o.c.and at 10'o.c.respectively unless braced throughout their le th by „,..„ore, rr responsibility ty P 9 continuous sheathing such as plywood sheathing(TC)and/or drywalC). CC DATE• 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �� OREGON� f, 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. a� ^W SEQ. : 6125981 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, / '7 j 44 design loads be applied to any component. and are ss"dry condition"gf a. TRANS I D: 413 213 S CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If A �`'pr �. necessary. `+-1 R \..,, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. +l fl 4 6.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII III VIII VIII VIII VIII VIII IIII IIIITPIANiCA in SCSI,copies of which will be furnished upon request. lines coincidenwith jointe center Fries. 9.Digits Indicate size ofpctin 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 • 11E IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-12=(-1828) 3516 12- 3=( -153) 600 17- 8=( 0) 282 2x6 KDDF #1&BTR T2, T3 SPACED 24.0" 0.0. 2- 3=(-4339) 1862 12-13=(-1375) 2769 12- 4=( -505) 772 8-18=(-1340) 416 BC: 2x4 KDDF #1&BTR 3- 4=(-3911) 1774 13-15=(-1565) 3953 4-13=( -264) 326 18- 9=( -143) 889 WEBS: 2x4 KDDF STAND; LOADING 4- 5=(-3016) 1226 14-16=( -64) 165 13- 5=( -409) 1200 9-19=(-2522) 958 2x4 KDDF #1&BTR A; LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2542) 1097 16-17=(-1368) 3664 13- 6=(-1663) 541 10-19=( -83) 283 2x6 KDDF #2 B DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3946) 1524 17-18=(-1368) 3664 6-15=( -52) 499 19-11=( -725) 1602 TOTAL LOAD = 42.0 PSF 7- 6=(-3870) 1424 18-19=(-1023) 2490 14-15=( 0) 72 11-20=(-1802) 843 TC LATERAL SUPPORT <= 12"00. UON. 8- 9=(-2546) 999 19-20=( -69) 78 15- 7=( -116) 100 BC LATERAL SUPPORT <= 12"0C. UON. LL = 25 PSF Ground Snow (Pg) 9-10=( -387) 227 15-16=(-1412) 3747 10-11=( -437) 230 7-16=( -452) 311 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 16- 8=( -105) 245 NOTE: 2x4 BRACING AT 24"00 UON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -258/ 1891V -99/ 181H 5.50" 3.03 KDDF ( 625) OVERHANGS: 12.0" 0.0" 42'- 0.0" -211/ 1754V 0/ OH 5.50" 2.81 KDDF ( 625) ** For hanger specs. - See approved plans [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.322" @ 19'- 1.3" Allowed = 2.054" MAX TL CREEP DEFL = -0.612" @ 19'- 1.3" Allowed = 2.739" MAX HORIZ. LL DEFL = -0.148" @ 41'- 9.2" MAX HORIZ. TL DEFL = 0.224" @ 41'- 9.2" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting 7-11-11 32-03-10 1-08-11 system and components and cladding criteria. T T 7-11-11 12-07-11 19-07-10 1-09 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, -07-0 11-02f 6-00-05 5-01-09 7-03-13 7-03-13f6-06-07 108-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, -05-0 12 Truss designed for wind loads in the plane of the truss only. M-5x6(S) Q 7.50 M-9x6M-9x6 12 5 -M-96x4 M-3x4 M-38 x8 M-3x8 o M 7x8 7.50 OF 1 M 3x4 wft 9 M-1.5x3/ 71 + + + + 0 3 `T B , o M-3x8 co o x:04- A d m . 2 13 r 15,.............E...._ ra _. of M-5x10 M-3x10 14 16 18 w 19 0 ** 0 6M-1.5x3 M18HS 3x18 0.251 M-3x5 -M-8x8 a 3.75 M-5x10 M-5x6(5) M-1.5x3 12 WEDGE WITH 2)M-1.5x3 TYP. 2-05-08 5-00-06 6-07-19 ), 5-01-04 7-02-01 7-00-05 7-03-13 1-02-14 2-05-08 11-06-08 28-00 J, y 1-00 92-00 JOB NAME : 5019-B POLYGON - F2 utO �ao �s Scale: 0.1902 ." s✓ kv �'nits PrY Agie WARNINGS: GENERAL NOTES,unless otherwise noted: �, 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 921 P Truss: F2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bradng 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 119. 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 Impact sheathing or such l cing re cured where s or drywal C). DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Q 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. '}r OREGON ��(/ SEQ. : 6125982 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, ,G. z 1) design loads be applied to any component. end are for"dry condition"of use. / '7�' 2(� �+,. TRANS I D: 413 213 6.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beefing at all supports shown.Shim or wedge if �� fabrication,handling,shipment and installation of components. necessary. R �` ` 6.This design is furnished subject to the limitations set forth �•Design assumes adequate drainage is provided. 4.a» IIIIII IIIIII I I III VIII(IIII VIII III IIII g 1by 8.Plates shall be located on both faces of truss,and placed so their center TPIhVTCA 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. uv MITekUSA,InC./CompuTru9Software7.6.6(1L)-Z For basic connector plate design values see ESR-1311,ESR-1988 EXPIRES:12/31/2015 11 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 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) 60 2-12=(-1828) 3516 12- 3=( -153) 600 17- 8=( 0) 282 2x6 KDDF #1&BTR T2, T3 SPACED 24.0" O.C. 2- 3=(-4339) 1862 12-13=(-1375) 2769 12- 4=( -505) 772 8-18=(-1340) 416 BC: 2x4 KDDF #1&BTR 3- 4=(-3911) 1774 13-15=(-1565) 3953 4-13=( -264) 326 18- 9=( -143) 889 WEBS: 2x4 KDDF STAND; LOADING 4- 5=(-3016) 1226 14-16=( -64) 165 13- 5=( -409) 1200 9-19=(-2522) 958 2x4 KDDF #1&BTR A; LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2542) 1097 16-17=(-1368) 3664 13- 6=(-1663) 541 10-19=( -83) 283 2x6 KDDF #2 B DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3946) 1524 17-18=(-1368) 3664 6-15=( -52) 499 19-11=( -725) 1602 TOTAL LOAD = 42.0 PSF 7- 8=(-3870) 1424 18-19=(-1023) 2490 14-15=( 0) 72 11-20=(-1802) 843 TC LATERAL SUPPORT <= 12"0C. UON. 8- 9=(-2546) 999 19-20=( -69) 78 15- 7=( -116) 100 BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 9-10=( -387) 227 15-16=(-1412) 3747 10-11=( -437) 230 7-16=( -452) 311 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 16- 8=( -105) 245 NOTE: 2x4 BRACING AT 24"OC UON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR lOPSE LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES ) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -258/ 1891V -99/ 181H 5.50" 3.03 KDDF ( 625) OVERHANGS: 12.0" 0.0" 42'- 0.0" -211/ 1754V 0/ OH 5.50" 2.81 KDDF ( 625) ** For hanger specs. - See approved plans rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.322" @ 19'- 1.3" Allowed = 2.054" MAX TL CREEP DEFL = -0.612" @ 19'- 1.3" Allowed = 2.739" MAX HORIZ. LL DEFL = -0.148" @ 41'- 9.2" MAX HORIZ. TL DEFL = 0.224" @ 41'- 9.2" 9-11-11 28-03-10 3-08-11 NOTE: Design assumes moisture content does f ff 1-09f not to exceed 19% at time of manufacture. 9-11-11 10-07-11 19-07-10 T Design conforms to main windforce-resisting -07-041, -07-01 6 09 06 5 01=04 7-03-13 7-03-13 6-10=09 1-04- 0 system and components and cladding criteria. /-05-0g T T T1-09 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1' T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8-00 1-11-11 1-11-11 12 load duration factor=l.6, 1' 1' 1' •)' T ..7,11.50 Truss designed for wind loads M 5x6(S) in the plane of the truss only. M-9x6 12 M 4x65 -M-4x4 M-3x4 M-36 x8 M-9 3x8 o M-7x8 7.50 .i LI1 �� 1 M-3x4 �I � a M-1.5x3 3 ` B o k.o M-3x8 _ °� A a, Ar __ A 1 �12 M-3x10 rc', 1614 16 T® 18 own. '1�9 ijil 0 *+ t M-5x10 OM-1.5x3 M18HS 3x18 0.25�� M 3x5 :-_M-8x8 o ...,:13.75 WEDGE WITH 2)M-1.5x3 TYP. M-5x10 M-5x6(S) M-1.5x3 12 2-05-08> 5-00-06 6-07-14 b 5-01-04 7-02-01 7-00-05 7-03-13 1-02-14 2-05-08 11-06-08 28-00 y J, y 1-00 42-00 ss JOB NAME : 5019-B POLYGON - F3Scale; 0.1527 0,„1G N7 /( 4(7 117 WARNINGS: GENERAL NOTES,unless otherwise noted: /( i P E �-^ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual Truss• F3 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 Po ry ty 2'o.c.and at 10'o.c.respectively unless braced throughout their le th by /: 1rr . DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal C). CC DATE• 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON .y 4.No load should be applied to any component until after at bracing and 4.Installation of truss Is the responsibility of the respective contractor. '7 �a, SEQ. : 6125983 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, ,7 r�y 4 (� L_ design loads be applied to any component. and are for"dry condition"of use. h,T- TRAN S I D: 413 213 5.CompuTrus has no control over and assumes no responsibility for the 6.and gneceSSefo assumes toll bearing u all supports shown.Shim or wedge if Cyj f fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. F `t_ 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 I/WTCA in BCSI,copies of ch will be upon 111111111101111111111 IIIII VIII VIII I III VIII VIII VIII IIII IIII MITE USA, nC./CofnpuT s iSoftw of 7.6.6(1 L)Z request. O lines basicts incicon size ectorof platete In Inches. design values see ESR-1311,ESR-1988(MiTe10 EXPIRES:12/31/2015 • 11111 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 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) 60 2-13=(-1626) 3680 13- 3=(-460) 1175 8-19=( -432) 234 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4490) 1788 13-14=(-1461) 3282 3-14=(-765) 414 19- 9=( -138) 659 WEBS: 2x4 KDDF STAND; 3- 4=(-3059) 1206 14-15=(-1063) 2532 14- 4=( -34) 313 9-20=(-1130) 427 2x4 KDDF STUD A LOADING 4- 5=(-2602) 1106 15-17=( -B45) 2395 4-15=(-498) 375 10-20=( -247) 612 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2140) 1019 16-18=) -32) 92 15- 5=(-408) 1120 20-11=( -30) 632 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2397) 1090 18-19=( -798) 2417 15- 6=(-755) 272 11-21=(-1938) 743 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2478) 1072 19-20=( -676) 2080 6-17=(-102) 504 21-12=( -110) 126 8- 9=(-2275) 968 20-21=( -432) 1080 16-17=( 0) 74 LL = 25 PSF Ground Snow (Pg) 9-10=(-1422) 721 17- 7=(-262) 82 NOTE: 2x4 BRACING AT 24"0C UON. FOR 10-11=(-1732) 764 17-18=(-806) 2412 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( -83) 102 7-18=(-232) 219 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 18- 8=( -46) 112 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -271/ 1888V -165/ 222H 5.50" 3.02 KDDF ( 625) 42'- 0.0" -223/ 1757V 0/ OH 5.50" 2.81 KDDF ( 625) ** For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.198" @ 19'- 1.3" Allowed = 2.054" MAX TL CREEP DEFL = -0.374" @ 19'- 1.3" Allowed = 2.739" MAX HORIZ. LL DEFL = -0.109" @ 41'- 8.5" MAX HORIZ. TL DEFL = 0.173" @ 41'- 8.5" NOTE: Design assumes moisture content does 11-11-11 22-03-10 7-08-11 not to exceed 19% at time of manufacture. T T 2-09 4-06-02 4-08-09 2 00-05 5-01-04 5-03-19 5-00-06 4-09-14 3-11-09 3-09-02 Design conforms to main windforce-resisting f f T 1' 1' T 1' T T 1' 1' system and components and cladding criteria. 12 M-5X6(5) 12 Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.50 M 9x6 M-3x4 M-3x4 0 25" M-3x4 M 4x6 Q 7.50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 7 B 9 ` load duration factor=l.6, Truss designed for wind loads M 3x6 in the plane of the truss only. M-3x4 1 M-1,5x3 M 3x6 + te 3 00 0 M-3x8 i-__ - o A0 o1 M-5x8 M-3x4 M=3x8r- 1716 18 1, 2 21** �M 0 o M-1.5x3 M-6x8 0.25 M-3x8 =M-4x4 a 3.75 M-5x8 M-5x6(S) 12 WEDGE WITH 2)M-1.5x3 TYP. 1 ) l l 1 ), l ) l 2-05-08 4-06-02 4-07-14 2-06-05 5-01-04 7-08-09 7-08-04 7-04-07 1 1 2- 05-08 11-06-08 28-00 l 1-00 42-00 p, ,D PR 04 JOB NAME : 5019-B POLYGON - F4 5< SPR s, Scale: 0.1469 4,r /GS7 (i WARNINGS: GENERAL NOTES,unless otherwise noted: ( • +(ry7r' 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 f E Truss: F4 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 s the res nslbil of the erector.Additional ermanent bracin of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by responsibility P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Cr DATE: 11/26/2014 the overall structure is the responsibility of the bulling 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. 7 W shouldSEQ. : 6125984 fasteners are complete and at no time any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, Zr"� -T00?` A... design loads be applied to anycomponent. and are for"dry condition"of use. _ ""�" .. r TRANS I D: 413 213 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If 1 4 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. C+"i 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 IIIIII it II 11 I III 11111 11111(III NI IIII TPIANlCA In BCSI,copies of which will be furnished upon request. git cindicae with joint centerinches.9.Digits indicate size of plate In Inches. p 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 11101 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 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) 60 2-15=(-1774) 3680 15- 3=(-505) 1175 10-22=(-1131) 476 BC: 2x4 KDDF #148TR SPACED 24.0" O.C. 2- 3=(-4490) 2009 15-16=(-1593) 3282 3-16=(-768) 450 12-22=( -241) 614 WEBS: 2x4 KDDF STAND; 3- 4=(-3059) 1370 16-17=(-1160) 2532 16- 4=( -42) 313 22-13=( -111) 628 2x4 KDDF STUD A LOADING 4- 5=(-2602) 1282 17-19=(-1016) 2395 4-17=(-499) 314 13-23=(-1938) 874 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 18-20=( -38) 92 17- 5=(-459) 1120 23-14=( -110) 126 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2140) 1162 20-21=( -937) 2417 17- 7=(-755) 324 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- B=(-2397) 1260 21-22=( -812) 2080 7-19=( -94) 513 8- 9=(-2478) 1218 22-23=( -506) 1080 18-19=( 0) 74 LL = 25 PSF Ground Snow (Pg) 9-10=(-2275) 1106 19- 8=(-275) 78 NOTE: 2x4 BRACING AT 24"0C UON. FOR 10-12=(-1422) 828 19-20=(-949) 2412 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( 0) 0 8-20=(-232) 248 LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 12-13=(-1732) 894 20- 9=( -60) 126 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14=( -83) 103 9-21=(-432) 237 OVERHANGS: 12.0" 0.0" 21-10=(-141) 671 ** For hanger specs. - See approved plans BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -339/ 1888V -166/ 223H 5.50" 3.02 KDDF ( 625) 42'- 0.0" -303/ 1757V 0/ OH 5.50" 2.81 KDDF ( 625) 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 13-11-11 18-03-10 9-08-11 MAX LL DEFL = 0.215" @ 19'- 1.3" Allowed = 2.054" MAX TL CREEP DEFL = -0.374" @ 19'- 1.3" Allowed = 2.739" 4-06-02 2-02-08 5-01-04 5-00-06 2-02 -08 3-09-02� MAX HORIZ. LL DEFL = -0.118" @ 41'- 8.5" 2-09 4 4-06 02 T 5-03-14 f-09-14 �3-09 02T MAX HORIZ. TL DEFL = 0.173" @ 41'- 8.5" 1' T q q 0-00-05 T T T 4 T T 12-00 ' 7-09 NOTE: Design assumes moisture content does ' , ,, 1' not to exceed 19% at time of manufacture. 12 M-5x6(S) 12 Design conforms to main windforce-resisting 7.50 6 M-3x4 11 ''' ',:]7.50 system and components and cladding criteria. M 4x6 7 M-38 x4 0925 " M-10x4 M-9x6 Wind: 190 mph, h=23.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, _ _, . (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x6 load duration factor=1.6, M-3x4 3 Truss designed for wind loads in the plane of the truss only. + + + M-1.5x3 M-3 X6 �/ + 4 _.„,,, 0 o M-3x8 -�_ __ A o I 15 M-36x4 M-3x81,198 O - 2 3 ** �cn M 5x8 o M-1.5x3 144,03 0.2? M-2ix8 -M-4x4 0 WEDGE WITH 2)M-1.5x3 TYP. M-5x8 a 3.75 M-5x6(S) 12 2-05-08 4-06-02 4-07-14 2-06-05 5-01-04 7-08-04 7-08-04 7-04-07 1 1 1 1 1 y 05-08 11-06-08 28-00 1 1-00 42-00 ,q PROP JOB NAME : 5019-B POLYGON - F5 Scale: 0.1269 �c�'<(" GIN Os WARNINGS: GENERAL NOTES,unless otherwise noted: /�/ 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 C' 7 920OP E c' Truss: F5 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+, incorporation of component Is the responsibilty of the building designer. Aer 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at r� is the res nsibili of the erector.Additlone ermenent bracin of 2'o.c.and at 10'o.c.respectively unless braced throughout their len th by err 00.0 DES. BY: MJ length ,* responsibility P 9 continuous sheathing such as plywood sheathing(fC)and/or drywall(eC). CC DATE: 11/26/2014 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.InstailaUon of truss is the responsibility of the respective contractor. ih W SEQ. : 6125985 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a noncorrosive environment, G� 7,q 1, o\ 4.. design loads be applied to any component. and are for"dry condition"of use. }' 7 4 i ty' TRANS I D: 413 213 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et e.supports shown.Shim or wedge if p`�`` f]T fabrication,handling,shipment and Installation of components. necessary. '�1`'4 p t t �'' P 7.Design assumes adequate drainage Is provided. l.• 6.This design is furnished subject to the pMtations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIIII III VIII I III VIII VIII VIII I II IIII TPINYTCA In SCSI,copies of which will be furnished upon request. git coincidetwith joint centerche. 9.Digits of plate in inches. MiTek USA,lnc./CompuTfuS Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-19B8(MiTek) EXPIRES:12/31/2015 • 1111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 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) 60 2-15=(-1929) 3685 15- 3=( -552) 1176 10-22=(-1130) 582 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2- 3=(-4490) 2234 15-16=(-1732) 3286 3-16=( -771) 487 12-22=( -280) 616 WEBS: 2x4 KDDF STAND; 3- 4=(-3059) 1543 16-17=(-1272) 2532 16- 4=( -50) 313 22-13=( -190) 625 2x4 KDDF STUD A LOADING 4- 5=(-2602) 1457 17-19=(-1203) 2395 4-17=( -499) 301 13-23=(-1938) 1007 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2140) 1288 18-20=( -45) 92 17- 5=( -599) 1120 23-14=( -110) 126 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( 0) 0 20-21=(-1103) 2417 17- 6=( -755) 478 BC LATERAL SUPPORT <= 12"0C. DON. TOTAL LOAD = 42.0 PSF 6- 8=(-2397) 1447 21-22=( -982) 2080 6-19=( -99) 522 8- 9=(-2478) 1398 22-23=) -580) 1080 18-19=( 0) 74 LL = 25 PSF Ground Snow (Pg) 9-10=(-2275) 1274 19- 8=( -287) 79 NOTE: 2x4 BRACING AT 24"0C UON. FOR10-12=(-1422) 912 19-20=(-1125) 2412 ALL FLAT TOP CHORD AREAS NOT SHEATHED $ BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( 0) 0 8-20=( -232) 288 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=(-1732) 1015 20- 9=( -84) 145 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14=( -83) 106 9-21=( -432) 232 OVERHANGS: 12.0" 0.0" 21-10=( -135) 684 M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -412/ 1888V -166/ 224H 5.50" 3.02 KDDF ( 625) For hanger specs. - See approved plans 42'- 0.0" -387/ 1757V 0/ OH 5.50" 2.81 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 15-11-11 14-03-10 11-08-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 7-09-13 8-01-14 8-05-07 9-09-14 7-09 MAX LL DEFL = 0.236" @ 19'- 1.3" Allowed = 2.054" 1MAX TL CREEP DEFL = -0.374" @ 19'- 1.3" Allowed = 2.739" 4-06-02 2-02-13 3-04-01 1 5-00-06 4-00 3-09-021 2-091 1 4-06-02 1 1109-t3 1 5-03-14 1 140106 13-09-021 1 MAX HORIZ. LL DEFL = -0.128" @ 41'- 8.5" MAX HORIZ. TL DEFL = 0.173" @ 41'- 8.5" 1 1 1 1 1 1 1 1 1 1 12-00 7-09 NOTE: Design assumes moisture content does 1 1 M-9x6+ M-4x6+ 1 1 not to exceed 19% at time of manufacture. 7.50 12 7 $ M-5x6(S) 11 12% 7 50 Design conforms to main windforce-resisting M-3x4 Q system and components and cladding criteria. M-4x6 M-3x410 -3x4 M-4x6 5 6 8 $ 0.25" 10 2 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, J y. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x5(S) load duration factor=1.6, M-3x4 M-3x6 Truss designed for wind loads in the plane of the truss only. //\ M-1.5x3 M 3x6 + 4oM3x8 ��30o o _p o o1 �' M 515 x8 M-3x4 0 17 19 8 20 22 23** 0 o M-3X8 M-1.5x3 M-6x8 0.25 M-3x8 _T.M-4x4 WEDGE WITH 2)M-1.5x3 TYP. M-5X8 a 3.75 M-5x6(S) 12 2-05-084-06-02 4-07-14 2-06-05 5-01-04 7-08-04 7-08-04 7-04-07 * J• b b 2-05-08 11-06-08 28-00 * * 3. 1-00 42-00 JOB NAME : 5019-B POLYGON - F6 ,',0 PR 04 Scale: 0.1229 ��il/Z5 I WARNINGS: GENERAL NOTES,unless otherwise noted: pt- "ht,,,, 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.920-SPE Truss• F6 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. ,i+' 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .N,4 d� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ^^ ' � 11. DATE: 11/26/2014 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. 7 �`OREGON to SEQ. : 6125986 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, , '11, \ k design loads be applied to any component. end are for"dry condition"of use. }' ,�4 2 ^},. TRANS I D: 413 213 5.CompnTrus hes 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. / � y f t 6.This design is furnished subject to the Indtations set forth 7.Designlaesassumes adequatedon otfaces drainage Is provided. a. Lt. II IIII IIII(IIII I III VIII IIII VIII III IIII 9 1 by 8.Pietas shall be located both faces of truss,and placed so their center TPI/VYTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center nche 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/ 1 1 015 1111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-15=(-2112) 3701 15- 3=( -608) 1181 11-22=(-1130) 759 BC: 2x4 KDDF 410BTR SPACED 24.0" O.C. 2- 3=(-4490) 2456 15-16=1-1896) 3300 3-16=( -773) 512 12-22=( -342) 614 WEBS: 2x4 KDDF STAND; 3- 4=(-3059) 1710 16-17=(-1413) 2535 16- 4=) -55) 313 22-13=( -245) 623 2x4 KDDF STUD A LOADING 4- 5=(-2602) 1622 17-19=(-1392) 2395 4-17=) -499) 301 13-23=(-1938) 1144 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2140) 1427 18-20=( -54) 92 17- 5=) -737) 1120 23-14=) -110) 127 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( 0) 0 20-21=(-1308) 2417 17- 6=( -755) 624 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 6- 8=(-2397) 1636 21-22=(-1173) 2080 6-19=( -147) 525 8- 9=(-2478) 1622 22-23=( -657) 1080 18-19=( 0) 74 LL = 25 PSF Ground Snow (Pg) 9-11=(-2275) 1481 19- 8=) -292) 91 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-12=( 0) 0 19-20=(-1344) 2412 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-1425) 1012 8-20=1 -232) 341 LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 12-13=(-1732) 1133 20- 9=) -117) 169 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14=( -83) 106 9-21=( -432) 253 OVERHANGS: 12.0" 0,0" 21-11=( -156) 697 M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -484/ 1888V -167/ 225H 5.50" 3.02 KDDF ( 625) ** For hanger specs. - See approved plans 42'- 0.0" -472/ 1757V 0/ OH 5.50" 2.81 KDDF ( 625) 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) 17-11-11 10-03-10 13-08-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7-09-13 10-01-19 6-05-07 9-09-19 7-09 MAX TLMAX CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.1333" 3" T TT '( MAX LL DEFL = 0.261" @ 19'- 1.3" Allowed = 2.054" 4-06-02 2-02-13 1-01-09 3-10-03 5-00-06 3-09-02T MAX TL CREEP DEFL = -0.374" @ 19'- 1.3" Allowed = 2.739" 2-09f f 4-06-02 T '13-11-11 5-03-19 1 1-2102 T3-09-02T T '1 T T '( i' T '( T f--,f '( T MAX HORIZ. LL DEFL = -0.140" @ 41'- 8.5" 12-00 7-09 MAX HORIZ. TL DEFL = 0.173" @ 41'- 8.5" '( '' '( '1' NOTE: Design assumes moisture content does 12 7 10 12 not to exceed 198 at time of manufacture. 7.50 p 7.50 M-3x4 M-5x6(S) Design conforms to main windforce-resisting system and components and cladding criteria. M-3x4 M-9x65 6 M-3x4 0925" 11 M-9X6 Wind: 140 mph, h=24.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x5(S) ar load duration factor=1.6, M 3x6 Truss designed for wind loads M 3x44 / 3 in the plane of the truss only. + Ai + M-1,5x3 4 M-3x6 + -,,,, 3 0 o M 3x8 �j-_ �. 4. A i 1M-3x9 17 19 8 20 22 23** i M-5x8 o M-3x8M-i.5x3 M-6x8 0.2� M-3x8 =M-9x4 o WEDGE WITH 2)M-1.5x3 TYP. M-5x8 • 3.75 M-5x6(S) 12 2-05-089-06-02 9-07-14 2-06-05 5-01-09 7-08-09 7-08-04 7-04-07 b ,l ,1 b y y 05-08 11-06-08 28-00 y 1-00 42-00 0PRQFF JOB NAME : 5019-B POLYGON - F7 '` Giro s/ Scale: 0.1229 {� �� � ? WARNINGS: GENERAL NOTES,unless otherwise noted: ir 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual '4' 79210 9.`$r E r- Truss• F7 and Warnings before construction commences, building component.Applicability of design parameters end proper llOr 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibfhty of the building designer. ! 3.Additional temporary bracing to insure stabiity during construction 2.Design assumes the top and bottom chords to be laterally braced et DES. BY: MJ s the res nsibll ly of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by .Marr it DATE: Po continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). 10 i+.- DATE: 11/26/2014 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 appNed to any component until after all tracing and 4.Installation of truss Is the responsibility of the respective contractor. ^V SEQ. : 6125987 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� Vy 4\�` �. design loads be applied to any component. end are for"dry condition"of use. h '/ 9 4 2 V..' TRANS I D: 413 213 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at e.supports shown.Shim or wedge if p {X fabrication,handling,shipment and Installation of components. Designeasscessary. 'vf yy R`L V 7. assumesadequateon eoth drainageissa r"1 r-11 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 III 1111111111111111111111111110.TPIANTCA in SCSI,copies of which will furnished upon request. lines coincide with jointain ices. 9.Digits indicate size offpplatete Inches. nches, MiTek USA,Inc./CompuTfus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,EBR-1988(MITek) EXPIRES:RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF (16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-11=(-1006) 2437 3-11=(-245) 310 10-15=(-1710) 837 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2- 3=(-2806) 1099 11-12=( -802) 2131 11- 4=(-137) 465 WEBS: 2x9 KDDF STAND 3- 4=(-2617) 1106 12-13=( -547) 1703 4-12=(-609) 444 LOADING 4- 5=(-2026) 1012 13-14=) -599) 1492 12- 5=(-338) 757 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1664) 965 14-15=( -46) 56 12- 6=(-106) 158 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1507) 910 6-13=(-459) 238 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 8-13=(-270) 669 8- 9=(-1860) 966 13- 9=(-182) 215 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1841) 800 9-14=(-459) 314 ALL FLAT TOP CHORD AREAS NOT SHEATHED 14-10=(-569) 1548 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -338/ 1894V -264/ 325H 5.50" 3.03 KDDF ( 625) ** For hanger specs. - See approved plans 42'- 0.0" -300/ 1769V 0/ OH 5.50" 2.83 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.126" @ 18'- 0.4" Allowed = 2.054" MAX TL CREEP DEFL = -0.228" @ 18'- 0.4" Allowed = 2.739" MAX HORIZ. LL DEFL = 0.054" @ 41'- 10.3" MAX HORIZ. TL DEFL = 0.086" @ 41'- 10.3" 18-04-11 7-10-05 15-09 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 6-04-03 5-11 5-11 4-11-05 3-01-08� 6-08-08 7-02-12 Design conforms to main windforce-resisting 1-09-13 14-02- system and components and cladding criteria. M-3x4+M-3x4+ 7 T T Wind: 140 mph, h=25.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 M-3x4oe M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.50 5 6 8` Q 7.50 load duration factor=1.6, Truss designed for wind loads M-5x6(5) in the plane of the truss only. 0.25" M-3x4 M-1.5x3 lCiI3) 3 + + M-3x6 10 0 ted, 0 1 11 2 "�V 14 *« _ o i7 M-3x6 M-3x4 v.25" 0.25 -M-4x4 M-1.5x3 M-5x8(S) M-5x8(5) .5 1, 1, y .5 k 9-03-11 8-08-12 10-02-02 6-10-04 6-11-04 b .5 b 1-00 42-00 JOB NAME : 5019-B POLYGON - F8 ��` � PROFtfi<S' Scale: 0.1399il�zs ? WARNINGS: GENERAL NOTES,unless otherwise noted: �, • 7 p 'S'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 o OPE Truss: F 8 and Warnings before construction commences. building component.Applicability of design parameters and proper O 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. 44 Order Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be lateralty braced at "fir. DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by J�AAw""' Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r e DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ fC 4SEQ. : 6125988 .No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7OREGON fasteners are complete and at no time should any loads greater than 5.Design assumes Cusses are to be used in a non-corrosive environment, h1 v�f TRANS I D: 413 213A. ^yr design loads be applied to any component. and are for"dry condition"of use. 6.Design assumes full bearing at all supports shown.Shim or wedge if '/\ '7 k 14 r(} -4- 5.CompuTrus has no control over and assumes no responsibility for the �� fabrication,handling,shipment and installation of components. necessary. / '2*.� `f { 7.Design assumes adequate drainage is provided. C L 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center IIIIII III VIII I III VIII VIII VIII IIII III TPINYTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits indicate size of plate in inches. MITekUSA,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 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDI/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-13=(-1343) 2636 3-13=( -123) 200 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3051) 1683 13-14=(-1671) 3469 13- 4=( -509) 1102 WEBS: 2x4 KDDF STAND 3- 4=(-2851) 1634 14-15=(-1054) 2498 13- 5=(-1337) 707 LOADING 4- 5=(-2360) 1441 15-16=( -852) 2151 14- 5=(-1462) 1192 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSE 4- 6=1 0) 0 16-11=(-1078) 2439 14- 7=(-1254) 1974 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-3945) 2430 7-15=(-1312) 1020 TOTAL LOAD = 42.0 PSF 7- 8=(-2117) 1383 15- 8=(-1162) 1918 8- 9=(-2159) 1310 15- 9=( -741) 505 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL - 25 PSF Ground Snow (Pg) 9-10=(-2780) 1433 9-16=( -134) 535 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3041) 1441 16-10=( -278) 337 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( 0) 60 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 M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 0.0" -487/ 2057V -319/ 318H 5.50" 3.29 KDDF ( 625) 46'- 3.0" -402/ 2056V 0/ OH 5.50" 3.29 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 0-06-13 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" ,E, MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 26-03 20-00 MAX LL DEFL = 0.368" @ 15'- 8.4" Allowed = 2.267" MAX TL CREEP DEFL = -0.544" @ 15'- 8.4" Allowed = 3.022" 6-04-13 9-06-14 10-03-05 6-08-02 13-03-19 MAX LL DEFL = -0.002" @ 47'- 3.0" Allowed = 0.100" 5-01-03 f4-08 5-07-11 5-00 5-03-05 6-06-04 6-06-04 6-11-07 MAX TL CREEP DEFL = -0.003" @ 47'- 3.0" Allowed = 0.133" 1' 1' T TT 1' 1' Q 1' T MAX HORIZ. LL DEFL = -0.100" @ 45'- 9.5" 10-00 MAX HORIZ. TL DEFL = 0.147" @ 45'- 9.5" 12 12 M-4x6 12 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 7.50 V. 7.50 4.0" "C17.50 8 wN Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 ' . t M 5x6(5) Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7 0.25" load duration factor=l.6, M18HS-5x1• 9 Truss designed for wind loads M-4x6 in the plane of the truss only. M-3x5(5) 4ose +r + + *t04-1.5x3 M-1.5x3 3 + �^ cp o 1 3 T 19 � � 16 *t%2 0 c i M-3x8 6.25" M-5x6 0.25' M-3x4 M-3x8 0 0 M-5x8(S) M-5x8(S) ,1 b ), b /, ,1 9-07-07 6-00-15 10-06-10 9-06-05 10-05-11 II bb 1-00 46-03 1-00 �, ,0 PR OFe`�15' JOB NAME : 5019-B POLYGON - F9 Scale: 0.1211 \� � iry w WARNINGS: GENERAL NOTES,unless otherwise noted: :' I�/�J 17 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en Individual r E Truss• F9 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 responsibiity of the building designer. 410, .., 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 res nsibf of the erector.Additional ermanent breci of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r rr responsibility P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). CC DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.i. OREGON �1/ tT � 4No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. .SEQ. : 6125989 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a no environment, TRANS I D• 413 213 design loads be applied to any component. and are for"dry condition"of use. 6. -b 4 Y 14 O 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge If ,�I fabrication,handling,shipment and installation of components. necessary. '% 'b R I�t.,, P Po 7.Design assumes adequate drainage is provided. r l fl.. 6.This design Is furnished subject to the Imitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII I III VIII VIII VIII III IIII TPIANlCA In BCSI,copies of which will be furnished upon request. git coincide with joint center che. 9.Digits Mcdsize of platein inches. q12/31/2015 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: 1E 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 410BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-13=(-1240) 2616 3-13=( -130) 210 BC: 2x4 ROOF N1&BTR SPACED 24.0" O.C. 2- 3=(-3051) 1568 13-14=(-1506) 3437 13- 4=( -461) 1093 WEBS: 2x4 KDDF STAND 3- 4=(-2851) 1515 14-15=( -964) 2480 13- 6=(-1350) 630 LOADING 9- 5=( 0) 0 15-16=( -802) 2141 14- 6=(-1462) 1058 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSP 9- 6=(-2351) 1339 16-11=(-1030) 2439 14- 7=(-1101) 1943 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3907) 2236 7-15=(-1297) 945 TOTAL LOAD = 42.0 PSF 7- 8=(-2117) 1322 15- 8=(-1097) 1905 8- 9=(-2147) 1293 15- 9=( -741) 507 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2780) 1364 9-16=( -136) 535 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3041) 1373 16-10=( -278) 339 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( 0) 60 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 M-1.5x9 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 0.0" -442/ 2057V -316/ 316H 5.50" 3.29 KDDF ( 625) 46'- 3.0" -380/ 2056V 0/ OH 5.50" 3.29 KDDF ( 625) !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.j VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TI, CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.347" @ 15'- 8.4" Allowed = 2.267" MAX TL CREEP DEFL = -0.540" @ 15'- 8.4" Allowed = 3.022" 13-11-11 1-08-11 10-06-10 20-00 MAX LL DEFL = -0.002" @ 97'- 3.0" Allowed = 0.100" 5-01-03 4-08 3-10-04 T T 5-06-13 5-03-05 6-06-04 6-06-04 6-11-07 MAX TL CREEP DEFL = -0.003" @ 97'- 3.0" Allowed = 0.133" 1-�09-'t,7 T f f f f MAX HORIZ. LL DEFL = -0.096" @ 45'- 9.5" 10-00 MAX HORIZ. TL DEFL = 0.146" @ 45'- 9.5" T 1' 12 12 M-4x6 12 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 7.50V 7.50 p 4.0" Q 7.50 6 44,4 Design conforms to main windforce-resisting system and components and cladding criteria. 3�, M-5x6(5) Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x67 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 544 0'25' load duration factor=l.6, 9 Truss designed for wind loads M-4x6 M-5x10 in the plane of the truss only. +t M-1.5x3 M-1.5x3 3 + / ,s, o 1 Fal o rn 14 3 16 ^ 20 ' 1 0 M-3x8 u.25" M-5x6 0.251' M-3x4 M-3x8 ,, M-5x8(S) M-5x8(S) 1 y ). 1, 3. 3. 9-07-07 6-00-15 10-06-10 9-06-05 10-05-11 yy lb 1-00 46-03 1-00 JOB NAME : 5019-B POLYGON - F10 Scale: 0.1211 r,,�ID N Opt. ss/0 WARNINGS: GENERAL NOTES,unless otherwise noted: 4✓, l�/�/'^'� p 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 f .1�E 1"Y Truss: 61 0 and Warnings before construction commences. building component.Applicability of design parameters and proper y 2.2x4 compression web bracing must be installed where shown a. 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 Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r ' DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1t 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. QOREGON {( SEQ. : 6125990fasteners are complete and at no timctx e should any loads greater than 5.Design assumes trusses are to be used in a nonorrosive environment, �+ design loads be applied to any component. and are for"dry condition"of use. �,,n, '7. 2. -ale I D: 413 213 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 �✓ [. 144 V.0 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. c•;R!'T k1- 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 IIIIII III(IIII I III VIII(IIII IIII IIII IIIITPI/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. 10. 99 MiTek USA,InC./ConlpuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES: Z�o /201 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-12=(-1085) 2574 3-12=( -147) 297 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3051) 1317 12-13=(-1253) 3387 12- 4=( -450) 1093 WEBS: 2x4 KDDF STAND 3- 4=(-2851) 1250 13-14=) -829) 2453 12- 5=(-1355) 596 LOADING 4- 5=(-2351) 1130 14-15-) -725) 2126 13- 5=(-1462) 850 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3887) 1938 15-10=( -956) 2439 13- 6=( -862) 1896 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2119) 1230 6-14=(-1274) 830 TOTAL LOAD = 42.0 PSF 7- 8=(-2138) 1151 14- 7=( -999) 1886 8- 9=(-2780) 1268 14- 8=( -740) 509 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-3041) 1278 8-15=( -140) 534 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 60 15- 9-( -277) 343 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS) 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 SQ.IN. (SPECIES) 0'- 0.0" -343/ 2057V -316/ 316H 5.50" 3.29 KDDF ( 625) 46'- 3.0" -346/ 2056V 0/ OH 5.50" 3.29 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.313" @ 15'- 8.4" Allowed = 2.267" MAX TL CREEP DEFL = -0.533" @ 15'- 8.4" Allowed = 3.022" MAX LL DEFL = -0.002" @ 47'- 3.0" Allowed = 0.100" 11-11-11 3-08-11 10-06-10 20-00 MAX TL CREEP DEFL = -0.003" @ 47'- 3.0" Allowed = 0.133" T 5-01-03 4-08 5-X07-11 5-06-13 5-03-05 6-06-04 6-06-04 6-11-07 MAX HORIZ. LL DEFL = 0.088" @ 45'- 9.5" 1' T i' 1' 1' 1( T T T MAX HORIZ. TL DEFL = 0.145" @ 45'- 9.5" 10-00 1 T NOTE: Design assumes moisture content does 12 12 M-4x6 12 not to exceed 19% at time of manufacture. 7.50 7.50 " Q 7.50 4 0Design conforms to main windforce-resisting 7 '''''1 system and components and cladding criteria. Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 2%.4%,..... M-5x6(S) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M 4x66 \ 0.25" load duration fforowi1.6, e Truss designed for wind loads in the plane of the truss only. M-5x10 MI::://_, 5 +1 M-1.5x3 + + 9 M-1.5x3 3 + o 1 _ _ .A6 .. 1 0 o 2'r 13 15 -�1 M 3x8 1,5'r M 5x6 0.29 M-3x4 M-3x8 0 0 M-5x8(S) M-5x8(S) ,1 ), ,l .1 ), ..1- 9-07-07 9-07-07 6-00-15 10-06-10 9-06-05 10-05-11 by yy 1-00 46-03 1-00 tO PROF JOB NAME •. 5019-B 0.1218 \ 5019-B POLYGON - F11 tNGIN si 41.WARNINGS: GENERAL NOTES,unless otherwise noted: y/�/ � 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 T92•110PE r Truss: F 11 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.204 compression web bracing must be Instated 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 s the res nslbil of the erector.Additional ermenent b�dng of 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by err po ity P continuous sheathing such as plywood sheathing(TC)and/or drywall(6C). [tr' DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ � �REG�N�Tjc ^V A., 4No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6125991 fasteners are complete and at no ti. me should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �i Zd TRANS ID: 413 213 design loads be applied to any component. and are for"dry condition"of use. � '7 14 �. 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. 11‘�`'� }.�SU„ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center III EMI VIII I III VIII VIII VIII 3111 TPINYTCA in BCSI,copies of which will be furnished upon request. git Indicate with joint ate In inches.9.Digits coincide size of plate to Inness. r] MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) 12/31/2015EXPIRES: • Egli' This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 61&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-12=(-1085) 2574 3-12=( -147) 297 BC: 2x4 KDDF 416BTR SPACED 24.0" O.C. 2- 3=(-3051) 1317 12-13=(-1253) 3387 12- 4=( -450) 1093 WEBS: 2x4 KDDF STAND 3- 4=(-2851) 1250 13-14=( -829) 2453 12- 5=(-1355) 596 LOADING 4- 5=(-2351) 1130 14-15=) -725) 2126 13- 5=(-1462) 850 TC LATERAL SUPPORT <= 12"0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3887) 1938 15-10=) -956) 2439 13- 6=( -862) 1896 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2119) 1230 6-14=(-1274) 830 TOTAL LOAD = 42.0 PSF 7- 8=(-2138) 1151 14- 7=( -999) 1886 8- 9=(-2780) 1268 14- 8=( -740) 509 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-3041) 1278 8-15=( -140) 534 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 60 15- 9=( -277) 343 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 SQ.IN. (SPECIES) 0'- 0.0" -343/ 2057V -316/ 316H 5.50" 3.29 KDDF ( 625) 46'- 3.0" -346/ 2056V 0/ OH 5.50" 3.29 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.313" @ 15'- 8.4" Allowed = 2.267" MAX TL CREEP DEFL = -0.533" @ 15'- 8.4" Allowed = 3.022" MAX LL DEFL = -0.002" @ 47'- 3.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 47'- 3.0" Allowed = 0.133" 9-11-11 5-08-11 10-06-10 20-00 T T T T T MAX HORIZ. LL DEFL = 0.088" @ 45'- 9.5" 5-01-03 4-10-08 5-05-03 5-06-13 5-03-05 6-06-04 6-06-04 6-11-07 MAX HORIZ. TL DEFL = 0.145" @ 45'- 9.5" 12 12 12 NOTE: Design assumes moisture content does 7.50 7.50 M-4x6 ' 7 50 not to exceed 19% at time of manufacture. 4.0" Design conforms to main windforce-resisting 7 .,' system and components and cladding criteria. \s, M-5x6(S) Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M 4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 0.25" load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-4x6 M-5x10 4 5 4, rir M-1.5x3 + 9 M-1.5x3 3 + to to 0 0 1/ M2'� 13 T 9 15 ��1140 ' M-3x8 u.25" M-5x6 0.2�' M-3x4 M-3x8 t 0O M-5x8(S) M-5x8(S) J J- > y ,1 k 9-07-07 6-00-15 10-06-10 9-06-05 10-05-11 by J, J• 1-00 46-03 1-00 JOB NAME : 5019-B POLYGON - F12 ,c c� �Rt�F�s Scale: 0.1218ti5 C . ``1I%/ 5 t��% WARNINGS: GENERAL NOTES,unless otherwise noted: 4Lf 444..r t�-��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 4t' T •t-E Truss: F 1 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 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: MJ2'o.c.end at 10'o.c.respectively unless braced throughout their length by (� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ q 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. 'f7 OREGON ` SEQ. : 6125992 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G. �lj design loads be applied to any component. and are dor"dry condition"of use. //t '7 k rL0 .+�, TRANS I D: 413 213 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge ifneceQ 4 �� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. � `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 1111111 I Il VIII VIII IIIII IIIA VIII IIII IIIITPI/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. 10. 12131 /2015 MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES: 'rhhhh'u1'II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 46-03-00 GIRDER SUPPORTING 9-00-00 FROM 0-00-00 TO 4-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2=( -9832) 2006 1-13=(-1574) 7958 2-13=( -78) 554 18- 9=(-4172) 1002 2x6 KDDF #1&BTR T2 2- 3=( -9916) 2028 13-14=(-1554) 8198 13- 3=( -748) 3296 9-19=( -916) 4362 BC: 2x6 KDDF SS; LOADING 3- 4=( -7946) 1602 14-15=(-1404) 8276 3-14=(-2420) 620 19-10=(-4982) 1200 2x10 KDDF SS B4 LL = 25 PSF Ground Snow (Pg) 4- 5=( -6814) 1398 15-16=(-1400) 8280 14- 4=( -668) 3594 10-20=(-1938) 6234 WEBS: 2x4 KDDF STAND; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 46'- 3.0" V5- 6=( -6476) 1268 16-17=( -802) 5356 14- 5=(-1908) 622 2x4 KDDF STUD A; BC UNIF LL( 87.5)+DL( 79.5)- 167.0 PLF 0'- 0.0" TO 4'- 0.0" V6- 7=( -4720) 1034 17-18=( -860) 5456 5-15=( 0) 194 2x6 KDDF #2 B BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 4'- 0.0" TO 46'- 3.0" V7- 8=( -4730) 1024 18-19=(-1694) 8946 5-16=(-3868) 796 8- 9=( -6594) 1318 19-20=(-2612) 12804 16- 6=( -468) 2880 TC LATERAL SUPPORT <= 12"OC. UON. ADDL: BC CONC LL+DL= 3443.0 LBS @ 6'- 0.0" 9-10=(-10800) 2204 20-11=(-2706) 13218 6-17=(-2690) 616 BC LATERAL SUPPORT <= 12"0C. UON. ADDL: BC CONC LL+DL= 7713.0 LBS @ 42'- 3.0" 10-11=(-15822) 3328 17- 7=( -964) 4658 11-12=) 0) 60 17- 8=(-2534) 640 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8-18=( -474) 2638 NOTE: 2x4 BRACING AT 24"0C UON. FOR LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. ALL FLAT TOP CHORD AREAS NOT SHEATHED THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 2 ) complete trusses required. 0'- 0.0" -1282/ 6315V -310/ 303H 5.50" 10.10 KDDF ( 625) OVERHANGS: 0.0" 12.0" Join together 2 ply with 3"x.131 DIA GUN 46'- 3.0" -2107/ 9856V 0/ OH 5.50" 15.77 KDDF ( 625) nails staggered at: JT 1: Heel to plate corner = 2.00" 9" oc in 1 row(s) throughout 2x4 top chords, ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] JT 11: Heel to plate corner = 4.50" ---",- 9" oc in 2 row(s) throughout 2x6 top chords, 9" oc in 2 row(s) throughout 2x6 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 a LATERALLY BRACE TO ROOF DIAPHRAGM 9" oc in 3 row(s) throughout 2x10 bottom chords, MAX LL DEFL = 0.201" @ 20'- 4.8" Allowed = 2.267" + 2X4 WEB BRACE REQUIRED. 9" oc in 1 row(s) throughout 2x4 webs, MAX TL CREEP DEFL = -0.663" @ 20'- 4.8" Allowed = 3.022" 9" oc in 2 row(s) throughout 2x6 webs. MAX LL DEFL = -0.001" @ 97'- 3.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ 97'- 3.0" Allowed = 0.133" @ HANGER BY OTHERS TO APPLY CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX HORIZ. LL DEFL = -0.052" @ 45'- 9.5" 8-11-11 5-08-11 11-06-10 20-00 MAX HORIZ. TL DEFL = 0.126" @ 45'- 9.5" q( '( T NOTE: Design assumes moisture content does -04-0 09-15 6-00-03 5-08-07 5-06-11 6-04-03 6-05-15 4-02-12 f k f T f f f - f not to exceed 19% at time of manufacture. 2-09-017 12 -11-0 Design conforms to main windforce-resisting 7.50 F7, M-4x6 system and components and cladding criteria. 4.0" 7 ,h( Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 \, M-56(S) 12 \ xload duration facto(All Heights), osed, Cat.2, Exp.B, MWFRS(Dir), '717'5° 7.50 Truss designed for wind loads 50 M 3x5 0.25" in the plane of the truss only. a M-6x10 M-4x8 M-3x6 M-3x8 M-1.5x3 -4x8 o M18HS-3x18 u, 0 A. � 'e ae r 20 2 0 I 1 M- x8 14 0525" M-136x6 0.257' M-ix8 0.251 I M-3x10 M-3x8 M18HS-3x18 M-7x8(S) M-7x8(S) M-12x14(S) y *3443# @ b y ). y .1 7713# @ y 5-10-04 2-07-10 6-04-04 5-06-11 5-10-03 6-07-11 6-05-15 2-10-07 4-00 y by 46-03 1-00 0 PR Or JOB NAME : 5019-B POLYGON - F13 GIRD Scale: 0.11164 �G)tN 1�..y7,� tso WARNINGS: GENERAL NOTES,unless otherwise noted: I/4 Z.1 (�.71 l 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 4 'T 92 0 i PE r Truss: F13 GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the 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 1011 DES. BY: MJ s the res nsibility of the erector.Additional ermanent bracin of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by „/"MR. po P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). (, DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ R �1aN� �f, C. 4.No load should be appted to any component until after a9 bracing and 4.Installation of truss is the responsibility of the respective contractor. j1,, ^+J SEQ. : 6125993 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, `Z design loads be applied to any component. and are for"dry condition"of use. �"U 14 h. TRANS I D: 413 213 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 ! E" fabrication,handling,shipment and installation of components. necessary. R R 1 L1"' P P 7.Design assumes adequate drainage is provided. rl i-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 1111111111111111111111111 TPI/WfCA in BCSI,copies of which will be furnished upon request. git coincidentwith jointfcenter che. 9.Digits ndsize of platein inches. C 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 111 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 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) 60 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(0) 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" -73/ 276V -15/ 59H 5.50" 0.44 KDDF ( 625) 1'- 10.9" -159/ 185V 0/ OH 1.50" 0.30 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 0.0" 0/ 71V 0/ OH 5.50" 0.11 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 lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.110" MAX TC PANEL TL DEFL = -0.007" @ 1'- 1.5" Allowed = 0.165" MAX BC PANEL LL DEFL = 0.013" @ 3'- 11.6" Allowed = 0.404" MAX BC PANEL TL DEFL = -0.129" @ 5'- 3.2" Allowed = 0.539" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 1-11-11 NOTE: Design assumes moisture content does f f not to exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 7.50 1;7' system and components and cladding criteria. Wind: 140 mph, h=19.8ft, 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 3 -7 in the plane of the truss only. (' o r- 0 o I T'c. V o/- -416 ► ><4 --7 0 1 M-3x9 1, b 1-00 !PROVIDE FULL BEARING;Jts:2,3,41 9-00 JOB NAME : 5019-B POLYGON - FJ1 ��` � pRo �s Scale: 0.5504 N-G)7� /�pq[r�' �0 4"1I. WARNINGS: GENERAL NOTES,unless otherwise noted: /�/r^'� ,bl II 1.Buckler and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4' .92 0 0 r�E 1� Truss: FJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper /I 2.2x4 compression web bradng must be installed where shown+. Incorporation of component is the responsibidty of the building designer. ,/ +r0,P 3.Additional temporary bracing to Insure sfabitity during construction 2•Design assumes the top and bottom chorda to be laterally 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 sheathing such as plywood sheathing(TC)and/or drywall(BC). Ate!"• DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ 4SEQ. : 6125994 .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 OREGON fasteners are complete and at no time should any loads greater than E.Design assumes trusses are to be used in a non-corrosive environment, 4. '4, y, 44, design loads be applied to any component. and are for"dry condition"of use. / TRANS I D: 413 213 6.Design assumes full beating at ail supports shown.Shim or wedge if C3 ile14 �ty, 5.CompuTrus has no control over and assumes no responsibility for the necessary. s p ry abrication, pment and tallation 6.(This design Is furnished isubject to the limitations set set forth byte B.Plate. 7. sshallbe locateassumes gd on both faces drainage of truss,and placed so their center n�� IIIIII III IIIIII III VIII VIII VIII IIII III) TPI/WTCA in BCSI,copiesof which will be furnished upon request. lines coindde 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-1968(MITek) EXPIRES:12/31/2015 NMI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-37) 76 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 SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 361V -29/ 97H 5.50" 0.58 KDDF ( 625) 3'- 10.9" -184/ 175V 0/ OH 1.50" 0.28 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 0.0" 0/ 77V 0/ OH 5.50" 0.12 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 lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" 0 0'- 0.0" Allowed = 0.228" MAX TC PANEL LL DEFL = -0.013" @ 2'- 3.8" Allowed = 0.268" MAX TC PANEL TL DEFL = -0.035" @ 2'- 0.7" Allowed = 0.402" MAX BC PANEL TL DEFL = -0.179" @ 9'- 11.3" Allowed = 0.539" 3-11-11 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" T f MAX HORIZ. TL DEFL = 0.000" @ 3'- 10.9" 12 NOTE: Design assumes moisture content does 7.50 17.7 not to exceed 191 at time of manufacture. 3 _, Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: (All mHeights),4Enclosed,ft, 9Cat.2, Exp ASCE SMWFRS(Dir), load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. 0 N lD O rn 0 1 M-3x4 ,1 ) )' 1-00 IPROVIDE FULL BEARING;Jts:2,3,4I 9-00 JOB NAME : 5019-B POLYGON - FJ2 Scale: 0.5379 \� ' ,iN i0 IVV 1. WARNINGS: GENERAL NOTES,unless otherwise noted: I�I � 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual '' .9 P E t- end Warnings before construction commences. building component.Applicability of design parameters and proper / T r u s s: FJ 2 iotie 2,2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsidtity of the building designer. T 3.Additional temporary bracing to Insure staMGty during construction 2.Design assumes the top end bottom chords to be laterally braced at 4 DES. BY• MJ s the res nsiblii of the erector.Additional ermenent brecin of 2'o.c.and at 10'o.c.respectively unless braced throughout their le h by r/ err po tY P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall C). (Z DATE• 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ‘1.-0 Q EGQN� 4No 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. : 6125995 fasteners are complete and at no time should any. bads greater than 5.Design assumes trusses are to be used in a noncocosine environment, �` A. design loads be applied to any component. and are for"dry condition"of use. T-' TRANS I D: 413 213 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 ,� 4` ` () fabrication,handling,shipment and installation of components. necessary. `�7" R t 1+ P P 7.Design assumes adequate drainage is provided. R R V 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 111111111111111111111111111111111111111111111 IIIIIVIIIVIIII IIIVIIIVIIIVIIIIIIIIIII TPIMlTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines.9.Digits indicate size of plate in inches. c MiTek USA,Inc./CornpuTrus 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 IIIIIIIIIIII1I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-168) 153 3-4=) -75) 30 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -58/ 176H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -166/ 336V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 0.0" -11/ OV 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICON)). 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 4 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 = 0.061" @ 2'- 11.8" Allowed = 0.427" ') MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" 12 7.50 MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 7'- 11.2" 3 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 0 Design conforms to main windforce-resisting system and components and cladding criteria. m CD Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, , (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 i load duration factor=1.6, "' Truss designed for wind loads in the plane of the truss only. /- M-3x9 1 /, ). 1, 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,5,3,412-00 co JOB NAME : 5019-B POLYGON - FJ3so''S �yGIIN a s Sale: 0.5011 s>© 257 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 ®P E Truss• FJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• MJ Is the res nsiNli of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ' Po ty Pe 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(eC). AillOir �. DATE• 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ I,� 4.No load should be appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '3' `+,F SEQ. : 6125996 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,. ,, Q,�R A,. design loads be applied to any component. and gra for"dry condition"of use. 4 14 Z b.v .1- TRANS I D: 913 213 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 �y necessary. S. V PAR, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. +l 1. 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 11111111111111111111111111 TPI/WTCA In SCSI,copies of which will be furnished upon request, git coincide with jointaIn nche. 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 10'- 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) 60 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-226) 208 3-4=( -90) 40 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 374V -73/ 216H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -193/ 368V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 0.0" -50/ 92V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 4 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 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" 0 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.038" @ 3'- 4.9" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.641" 12 MAX HORIZ. LL DEFL = -0.003" @ 9'- 11.2" 7.50 MAX HORIZ. TL DEFL = -0.003" @ 9'- 11.2" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 3 Design conforms to main windforce-resisting system and components and cladding criteria. 0 o IWind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1, load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. ,,- r r- I 5 WO*N1 M-3x4 .1 ). ) ; 1-00 6-00 4-00 PROVIDE FULL BEARING;Jts:2,5,3,4' JOB NAME : 5019-B POLYGON - FJ4Sale: 0.4599 _co- '.40N bio WARNINGS: GENERAL NOTES,unless otherwise noted: /�� 1 4C . 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 individual92 O P E t' Truss" FJ 4 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 responsibiity 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 44000 DES. BY" MJ is the res nsib li at the erector.Additlonel ermenent brecin of 2'o.c,and at 10'o.c.respectively unless braced throughout their length by r r ; Po ty P 9 continuous sheathing such as plywood sheathing(FC)and/or drywall(BC). (x. DATE: 11/26/2014 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. 7 q_ tri W SEQ. : 612 5 9 9 7 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, L1 `7,rf �\ �. design loads be applied to any component. and are for"dry condition"of use. Q 7 4 + TRANS I D: 413 213 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beading et all supports shown.Shim or wedge If r}Q fabrication,handling, necessary. 41 .'R .' 1 R I LA- V shipment and installation of components. 7.Design assumes adequate drainage is provided. R it t 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II III III I III I II VIII IIII IIII IIIITPI WfCA In BCSI,copies of which will be furnished upon request Digit coincide with joint center tines. 9.Digits indicate size off pin Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(11)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111 VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 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) 60 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-222) 208 3-4=( -90) 40 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" 4.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 374V -73/ 216H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -193/ 368V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 0.0" -64/ 95V 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. - 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 4 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" �k MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.033" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.044" 12 MAX TC PANEL LL DEFL = 0.038" @ 3'- 4.9" Allowed = 0.427" 7.50 17 MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.003" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 9'- 11.2" 3 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 0 i Design conforms to main windforce-resisting rn system and components and cladding criteria. 0 Wind: 140 mph, h=22.4ft, 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. u, 0 I c O I I 50 M M-3x4 b / / .1 1-00 6-00 4-04 PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : 5019-B POLYGON - FJ5 Sale, 0.4546 ,� `,,,66,,g) PR >rc$0. WARNINGS: GENERAL NOTES,unless otherwise noted: /'/r�'^' 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 47 .92 0 O P E r. Truss: FJ5 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. 3.Additional temporary bracing to Insure stefaBY during construction 2.Design assumes the top and bottom chords to be laterally braced at .�p 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 sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2n Impact bridging or lateral bracing required where shown++ ft 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. "f7 OREGON <<! SEQ. : 6125998 fastener;are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, G. '33�r NI>` A,,, design loads be applied to any component. and are for"dry condition"of use. //q '7 14 Q TRANS 1 D: 413 213 6.Design assumes full bearing at all supports shown.Shim or wedge if "U �y,, 5.CompuTrus has no control over and assumes no responsibility for the necessary. �* 4 fabrication,handling,shipment and Installation of components. 7,Design assumes adequate drainage is provided. RML y 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 11111111111111111 TPINYTCA In SCSI,copies of which will be furnished upon request, Dogs coincide withizjointcenterinches.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-1588(MiTek) EXPIRES:12/31/2015 L. IIIIII IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 3.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-8=(0) 0 BC: 2x4 KDDF #10BTR SPACED 24.0" O.C. 2-3=(-469) 453 3-4=(-324) 289 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=(-231) 200 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-119) 89 DL ON BOTTOM CHORD = 10.0 PSF 6-7=( -47) 22 OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -23/ 377V -145/ 423H 5.50" 0.60 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -20B/ 348V 0/ OH 1.50" 0.45 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9'- 11.2" -138/ 231V 0/ OH 1.50" 0.30 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13'- 11.2" -159/ 272V 0/ OH 1.50" 0.35 KDDF ( 625) 17'- 11.2" -123/ 209V 0/ OH 1.50" 0.27 KDDF ( 625) 11-02 O1 8-01-03 19'- 3.2" -4/ 3V 0/ OH 1.50" 0.01 KDDF ( 625) 6 'COND. 2: Design checked for net(=5 psf) uplift at 24 "cc spacing. 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 = 0.041" @ 3'- 7.4" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" 5 MAX HORIZ. LL DEFL = -0.009" @ 17'- 11.2" MAX HORIZ. TL DEFL = -0.009" @ 17'- 11.2" 12 NOTE: Design assumes moisture content does 7.5017 not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting 4 `:4 system and components and cladding criteria. o Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x5(S) N (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. 3 0 o m-3 x4 y y y b 1-00 6-00 13-03-09 PROVIDE FULL BEARING;Jts:2,8,3,4,5,6,71 ,RES) PR OFes JOB NAME : 5019-B POLYGON - FJ10 Scale: 0.2632 `5 , 1aGIN /o WARNINGS: GENERAL NOTES,unless otherwise noted: '4 . ! ®PE 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 ,9211Truss: F J 10 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 stabiity during construction 2.Design assumes the top and bottom chords to be laterally braced at �/ ' DES. BY: MJ s the res nslMli of the erector.Additional ermanent bract of 2'o.c.and at 10'o.c.respectively unless braced throughout their len th by ,/ ��; t�.� po ty P n9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1/ tea" DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �l/ 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. ih SEQ. : 6125999 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 . design loads be applied to any component. and are for"dry condition"of use. 4- v.. -7 14 � TRANS I D: 413 213 5.CompuTrus has no control over and assumes no responsibility for the 6.aand ar a assumes lull bearing at all supports shown.Shim or wedge If Fi'bp ` fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage is provided. n lt. �". 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 IIIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPINYTCA in BCSI,copies of which willbe furnished upon request. lines Indicate with Joint In lines. 9.Digits size off platee Inness. MiTek USA,InC./COR pUTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES;12/31/2015 111110 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 10.7" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) TC: 2x4 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 NOTE: Design assumes moisture content does BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. not to exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSE TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 5-05-06 5-05-06 T 1' 1' 12 12 7.50 IIM-4X9 Q 7.50 3 el 0 2 411111lI111h1 4, PM w , I ////////////////////////////////////////////////////////////////////////////////////// -,7 5 0 M-3x4 M-3x4 .1 b b b 1-00 10-10-12 1-00 JOB NAME •. ,c 5019-B POLYGON - G1 t� PRoFes Scale: 0.5272 40 GIN )}�y7}�y' sv WARNINGS: GENERAL NOTES,unless otherwise noted: �I Z S/' Ir1. 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' .nJ72`1 P E Truss: G1 and Warnings before construction commences. building component.Applicability of design parameters and proper /p/p 2.2u4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. .,✓ o.c.and at 10'o.c.respectively unless braced throughout their length 3.Additional temporary bracing to Insure stabiity during construction 2.Design assumes the top and bottom chords to be laterally braced at ��r DES. BY: MJ 2' ;y �wsm is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC. • DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ CC SEQ. : 6126002 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. "3r OREGON **- TRANS ,`k/ fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, f... design loads be applied to any component. and are for"dry condition"of use. / 9� (� 1 D: 413 213 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 y �} fabrication,handling, necessary.ign ass J�,� R l shipment and Installation of components. 7, ecassumes adequate drainage Is provided. rr 1..1,", 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 IIIIII Hill I VIII VIII Mill III III IIII TPI WTCA In BCSI,copies of which will be furnished upon request lines coincide with joint center Ines. va 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-1986(MITek) EXPIRES:12/31/201.5 ML ILII 1111IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 10-10-12 GIRDER SUPPORTING 10-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( 0) 60 2-6=(-117) 1071 6-3=(-165) 1133 BC: 2x6 KDDF #1&BTR 2-3=(-1383) 233 6-4=(-117) 1071 WEBS: 2x4 KDDF STAND LOADING 3-4=(-1383) 233 LL = 25 PSF Ground Snow (Pg) 4-5=( 0) 60 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 10.7" V BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 100.0)+DL( 88.0)= 188.0 PLF 0'- 0.0" TO 10'- 10.7" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -292/ 1487V -76/ 76H 5.50" 2.38 KDDF ( 625) 10'- 10.7" -292/ 1487V 0/ OH 5.50" 2.38 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I 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 = -0.017" @ 5'- 5.4" Allowed = 0.499" MAX LL DEFL = -0.002" @ 11'- 10.7" Allowed = 0.100" 5-05-06 5-05-06 MAX TL CREEP DEFL = -0.003" @ 11'- 10.7" Allowed = 0.133" f f ,( MAX TC PANEL TL DEFL = 0.054" @ 2'- 11.4" Allowed = 0.542" 12 12 7.50 127 M-4x6 Q 7.50 MAX HORIZ. TL DEFL = 0.009" @ 10'- 5.2" 39.0 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. lei 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=l.6, Truss designed for wind loads AgII in the plane of the truss only. 7 o rn ®� o S of 6 5 0 0 1 M-3x9 M-3x6 M-3x9 y /, b 5-05-06 5-05-06 ,1 l ). )' 1-00 10-10-12 1-00 4` ,C3 PR04. JOB NAME •. 5019-B POLYGON - G2 Scale: 0.4647 ��� f GP" wo WARNINGS: GENERAL NOTES,unless otherwise noted: '/x/26/ "4, 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 •92$'PE r Truss: G2 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 stabilty during construction 2.Design assumes the top and bottom chords to be laterally braced at 4 6000" DES. BY: MJ s the res nsibii of the erector.Additional ermanenf bracin of 2'o.c.and at 10'o.c.respectively unless braced throughout their lenngptth byr? , po ftY p 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1f DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown** � OREGON l. 4.No load should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. � )X ^4/ S E Q. : 6126003 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �i ryQ C- { TRANS I D• 413 213 design loads be applied to any component. and are for"dry condition"of use. 6 .A., '7 1 t4 G • 5.CompuTrus has no control over and assumes no responsibility for the .Design assumes full bearing at all supports shown.Shim or wedge if p,. shipment and Installation of components. necessary. fabrication,handling, 44''R R`1 1, P 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 IIIIII VIII 11111111 I VIII IN 11111 ILII ILIITPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 8.Digits indicate size of plate In Inches. C MiTekUSA,Inc./CompuTrusSoftware7.6.6(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 6'- 6.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 NOTE: Design assumes moisture content does BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. not to exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=20.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads in the plane of the truss only. 6.00 C 'REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 3 Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 0 I O co Z .... 1111111111111 ro O f I c, rill O M-3x4 4 .1 1 y 1-00 6-06 JOB NAME : 5019—B POLYGON — H1 .c.<<,.9,t0 pRaF�kY Scale: 0.7067 ,`CjGIN �,p '/0 WARNINGS: GENERAL NOTES,unless otherwise noted: ✓ JTF�/r�G OPE "._I.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' 792$ JG$O ff G r Truss: H1 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 r405000.. continuous sheathing such as plywood Ing(TC)and/or drywall(BC). DATE: 11/26/2014 the overall structure Is the to any c responsibility of the building designer. 3.2x Impact bridging f or lateral bracing required where shown++ "7 OREGON �fCC S E Q. : 6126004 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. h *V fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, Z. TRANS I D: 413 213 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 © 14 fabrication,handling,shipment and installation of components, necessary.s /1q .� It 7.Passumes adequate ne dthifac a isprovided., 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 VIII IIII ILII VIII 11111 IIII 113 IIII IIII TPIIWTCA in SCSI,copies of which will be furnished upon request, lines coincide with Joint center Nnes 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:12/31/2015 iIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(-62) 83 3-5=(-201) 187 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-138) 115 WEBS: 2x4 KDDF STAND 3-4=( -10) 5 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" -62/ 414V -44/ 116H 5.50" 0.66 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 6.0" -31/ 265V 0/ OH 5.50" 0.42 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.i REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 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 = 0.132" @ 3'- 3.4" Allowed = 0.410" 6-02-04 0-03-12 MAX DC PANEL TL DEFL = -0.143" @ 3'- 3.6" Allowed = 0.614" T MAX HORIZ. LL DEFL = 0.001" @ 6'- 2.2" 12 MAX HORIZ. TL DEFL = 0.001" @ 6' 2.2" 6.00 [7' M-1.5x3 y 3 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=l5ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. M M / m of 1 ►�5 ' M-3x4 14-1.5x3 y b b 6-02-04 0-03-12 .1 ), y 1-00 6-06 ,c. ,p PROF�r,ss JOB NAME : 5019-B POLYGON - H2 Scale: 0.5253 Ns * r0 WARNINGS: GENERAL NOTES,unless upon the noted: <,)r `92I I PE 1-- Truss: "" 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 ru S s: H2 and Warnings before construction commences. building component.Applicability of design parameters and proper y _ 2.2x4 compression web bracing must be Installed where shown*. Incorporation of component is the responsibility of the build'mg 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 s the res nsibil' of the erector.Additional ermenent bradn of 2'o.c.and at 10'o.c.respectively unless braced throughout their le th byrrr po ity P 9 continuous sheathing such as plywood sheathing(TC)and/or drywalllC). DATE: 11/26/2014 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 and 4.Installation of truss is the responsibility of the respective contractor. ^W SEQ. : 6126005 fasteners era complete and at no lime should any bads greater than 5.Design assumes Busses are to be used in a non-corrosive environment, 3 2 TRANS ID: 413 213 design loads be applied to any component. and are for"dry condition"of use. �i t�, • 5.CompuTrus to us has no control over and assumes no responsibility for the 6•Design assumes full bearing at all supports shown.Shim or wedge if Lf �-7 1t'4� ` �(." fabrication,handling,shipment and Installation of components. 7.Design sumes adequate drainage is provided.R ti�.�- 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center (VIII III VIII VIII VIII VIII VIII IIII IIIITPI WTCA in BCSI,copies of which will be furnished upon request. lines coincide with jointaei center lines. 9.Dies indicatecisize ofplateo Inness. MiTek USA,InC./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 • IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(-76) 99 3-5=(-249) 219 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-166) 138 WEBS: 2x4 KDDF STAND 3-4=( -10) 5 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -65/ 473V -55/ 142H 5.50" 0.76 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -39/ 328V 0/ OH 5.50" 0.53 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �GDND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 7-08 09 0-03-12 MAX TC PANEL LL DEFL = 0.347" @ 4'- 0.3" Allowed = 0.522" MAX TC PANEL TL DEFL = -0.390" @ 4'- 0.7" Allowed = 0.782" T T T 12 MAX HORIZ. LL DEFL = 0.001" @ 7'- 8.2" 6.00 i' M-1.5x3 4 MAX HORIZ. TL DEFL = 0.001" @ 7'- 8.2" 3 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting IIIIIIIIIIIIIIIIIIIIIIIIIIII ,-o I system and components and cladding criteria. Wind: 140 mph, h=l5ft, 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. /- Mil - 1 0 M-3x4 M-1.5x3 b ), b 7-08-04 0-03-12 ,1 ). .1 1-00 8-00 JOB NAME : 5019-B POLYGON - H3 �o �R� ss Scale: 0.9839 w� J1Z$/ l(7 WARNINGS: GENERAL NOTES,unless otherwise noted: L�c- `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 / : l' '' t 921®f ` r Truss: 1"13 and Warnings before construction commences. building component.Applicability of design parameters and proper Aiii �,,.�^ 2.204 compression web bredng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.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 7 0.0.and at 10'o.c.respectively unless braced throughout their length by 1r N� continuous sheathing such as plywood sheathing(TC)and/or drywatl(BC). �"'. DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /CC� ' 4.No load should be applied to any component until after all bracing end 4,Installation of truss is the responsibility of the respective contractor. OREGON 4,./ SEQ. : 6126006 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, /ri �t NA A„ design loads be applied to any component. and are for"dry condition"of use. / -41,?' r�(a ..}.. TRANS I D: 413 213 5.Compurrus has no control over and assumes no responsibility for the 6,Design assumes full bearing at all supports shown.Shim or wedge if 7 4 t?P fabrication,handling,shipment and installation of components. necessary. �""R R`i y 6.This design is furnished subject to the limitations set forth B.Designlatesassumes adequateod drainage Is of truss,and R: b1. IIIIII I II VIII I I I VIII IIII VIII IIII IIII g 1 by B.Plates shall be located on both faces of truss, placed so their center TPI/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. 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 IIIIIIIII"u' 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 816BTR LOAD DURATION INCREASE = 1.15 1-2=(-166) 138 1-4=(-76) 99 2-4=(-251) 219 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=( -10) 5 WEBS: 2x4 KDDF STAND LOADING TC 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 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 342V -54/ 135H 5.50" 0.55 KDDF ( 625) 8'- 0.0" -39/ 330V 0/ OH 5.50" 0.53 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 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 TC PANEL LL DEFL = 0.352" @ 4'- 0.3" Allowed = 0.522" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.399" @ 4'- 0.7" Allowed = 0.782" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.001" @ 7'- 8.2" 7-08-09 0-03-12 MAX HORIZ. TL DEFL = 0.001" @ 7'- 8.2" '( T T NOTE: Design assumes moisture content does 12 6.00 p M-1.5x3 not to exceed 19% at time of manufacture. 3 2 Design conforms to main windforce-resisting system and components and cladding criteria. IWind: 190 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, CD (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. In O d' rh III 7- -7 -7 M-3x9 M-1.5x3 1 .1 b 7-08-04 0-03-12 b ), 8-00 ,0 RRQp ..,,,,:'\ JOB NAME : 5019-B POLYGON - H4 Scale: 0.4787 „� ,�GdN w 17 WARNINGS: GENERAL NOTES,unless otherwise noted Q' .ll/z5 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 90. > r E { Truss: H4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be installed where shown+. incorporation of component is the responsiblity 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 res nsiMll of the erector.Additional rmanent bracin of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .err po ty Pe g continuous sheathing such as plywood sheathing(TC)and/or drywall(6C). CC DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ �fR • � �� 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. s-� th S E Q. : 6126007 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 ry. ��„{__ TRANS ID: 413 213 design loads be applied to any component. and are for"dry condition"of use. ��} 7 4 4 T • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge ifnecess �y pp tt` 5 fabrication,handling, P 7.Design sumes adequate drainage is rovided, R n....l 1.• shipment and Installation of components. p 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 IIIIII II II VIII II I VIII VIII VIII IIII IIII TPI/WTCAekU in nc./ copies of which will r furnished upon request. lines coindde with joint center Anes. EXPIRES.12/31/2015 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 (IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-525) 136 1-5=(-207) 410 5-2=( 0) 223 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-140) 128 5-6=(-209) 406 2-6=(-474) 173 WEBS: 2x4 KDDF STAND 3-4=( -10) 5 6-3=(-135) 143 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -50/ 419V -68/ 170H 5.50" 0.67 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 10'- 0.0" -50/ 421V 0/ OH 5.50" 0.67 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 = -0.007" @ 5'- 1.5" Allowed = 0.454" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ 5'- 0.5" Allowed = 0.606" 5-02-04 4-06 0-03-12 MAX HORIZ. LL DEFL = -0.004" @ 9'- 6.5" T '( f f MAX HORIZ. TL DEFL = 0.005" @ 9'- 6.5" 12 M-1.5x3 NOTE: Design assumes moisture content does 6.00 p 4 -/ not to exceed 19% at time of manufacture. 3 if Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads M-3x4 in the plane of the truss only. 2 0 I 11 c o N M 0 A lill I MBO of 15-7----4 5 I.M.,6 M-3x4 M-1,5x3 M-3x4 .1 1 1 5-00-08 4-11-08 10-00 JOB NAME : 5019-B POLYGON - H5 �� -- pea/es, Scale: 0.4217 `cJ t.,‘-]di �,p ��0 WARNINGS: GENERAL NOTES,unless otherwise noted: C . /J/ny 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 v 92®®PE r Truss: H5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. „/F /,'/r' 3.Additional temporary bracing to insure stability during construction 2 Design assumes the tap end bottom chords to be laterally braced et DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 49:401"'is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall )C. � DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2c Impact bridging or lateral bracing required where shown*. Cr 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. t OREGON S E Q. : 6126008 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.. 'J .t\t TRANS I D: 4 13213 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 lull bearing at all supports shown.Shim or wedge if 1 4 V� fabrication,handing, necessary.ignass A� �R �` T" shipment and installation of components. 7. ecassumes adequate drainage is provided. 'l,£ t. 6.This design is furnished subject to the imitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111110.VTPIANTCA In BCSI,copies of which will be furnished upon request lines coincide with joint center fines. 9.Digits Indicate size of plate in inches. MITek USA,InC./COmpuTTus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1966(MITek) EX(3IES:"�2/311I 2015 111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #10TR LOAD DURATION INCREASE = 1.15 NOTE: Design assumes moisture content does BC: 2x4 KDDF #l&BTR SPACED 24.0" O.C. not to exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSE TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL - 25 PSF Ground Snow (Pg) load duration factor=l.6, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 2 6.00 p Gable end truss on continuous bearing wall DON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 0 0 1 M 0 I o 1 o f I//////////////////////////////// %3 M-3x4 ,1 b 8-00 , ��pPRoFs JOB NAME : 5019-B POLYGON - H6 Scale: 0.6539 �,� 0,01N /0 WARNINGS: GENERAL NOTES,unless otherwise noted: �4,r 9/4111z5lir 1.Builder and erection contractor should be advised of a9 General Notes 1.This design is based only upon the parameters shown end is for en Individual C' .92!O P E. ti•' and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: H 6 2.204 compression web bredng must be Installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 40 DES. BY: MJ Is the res nsib li of fhe erector.Addit anal ermanent brad of 2'o.c.and at 10'o.c.respectively unless braced throughout their lengqth by a prrr po ty P n9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). f CC DATE - DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ �L OREGON 4No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor..SEQ. : 6126009 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, A. design loads be applied to any component. and are for"dry condition"of use. �© -7 1 L} 4 TRANS I D: 413 213 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If AI lJ fabrication,handling,shipment and Installation of components. necessary.sR b`y �„ V P P 7.Design assumes adequate drainage is provided. RAW- 6. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,end placed so their centerI nn II�7 III IIIII I III VIII III VIII III TPIANTCA in BCSI,copies of which will be famishedupon request lines coincide with joint center Ines. EXP)R ES:1 u 1!2O1'.�S 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6 1 t)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) • IIIIIIIIIIII'I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 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) 60 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-49) 46 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 SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -58/ 296V -15/ 59H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -107/ 101V 0/ OH 1.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 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" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.110" 1' T MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.165" MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254" 12 MAX BC PANEL TL DEFL = -0.021" @ 3'- 3.8" Allowed = 0.339" 7.50 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), CO load duration factor=l.6, ,; Truss designed for wind loads o in the plane of the truss only. i m c>/- 1 o Ili M-3x4 b b b 1-00 PROVIDE FULL BEARING;Jts:2,3,41 6-00 D rRO JOB NAME : 5019-B POLYGON - J1 Scale: 0.6780 .��`�4 itlizN (p,,�,`�s, qr- WARNINGS: GENERAL NOTES,unless otherwise noted: prrrrr����� pC -,;' 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 . ®f[�. Truss• J1 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. y 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 Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .w Q�, DATE: 11/26/2014 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. "}� ,¢_OREGON E(/ SEQ. : 6126010 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, L/ 4/OREGON\ design loads be applied to any component. and are for"dry condition"of use. ,� }� 1p �•�- TRANS I D: 413 213 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. b t" 4r 7.Design assumes adequate drainage Is provided. rt `�,,, 6.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII III VIII I III IIII VIII II IIII 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. MITek USA,InC./COmpuTfu9 Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11E111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 KDDF #l&BTR SPACED 24.0" O.C. 2-3=(-76) 61 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 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" -43/ 346V -29/ 97H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -106/ 126V 0/ OH 1.50" 0.20 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 0/ OH 5.50" 0.09 KDDF ( 625) 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/160 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 3-11-11 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" "r / MAX TC PANEL LL DEFL = 0.015" @ 2'- 2.2" Allowed = 0.268" MAX BC PANEL TL DEFL = -0.034" @ 3'- 1.4" Allowed = 0.339" 12 7.50 17. MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 3 -, NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 0 Design conforms to main windforce-resisting �) system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,., (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, o Truss designed for wind loads in the plane of the truss only. N or_ o O Iti r �� ►t4 O M-3x4 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,3,4I p` 0 PR Qlze, JOB NAME •. 5019-B POLYGON - J2 Sale: 0.5905 c., 01N �ry,pi `r,0 WARNINGS: GENERAL NOTES,unless otherwise noted: 44 a//� 7 ( 711 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 =920 OP E 1'" Truss• J2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2a4 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 4.50 DES. BY• MJ Is the res nsibili of fro erector.Additional breci of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r/ry�n, Po tY permanentn9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Cr DATE• 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ OREGON 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. 7 A G J ^S/ SEQ. : 6126011 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, `7 %4)4 43\ ...C. �. TRANS ID: 413 213 design loads be applied to any component. Design are for"dry condition'of use, pF d 1 4 2. �"k^' • 5.CompuTrus has no control over and assumes no responsibility for the 6.Desi r assumes toll bearing et all supports shown.Shim or wedge If q ' {y necessary. A "'.R R ., ?) fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. r'i(-t L. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center IIIIII III III I I VIII VIII VIII IIII IIII TPI WfCA In BCSI,copies of which will be furnished upon request. Digit coincide with joint center lines. 9.Digits Indicate size of plate in inches. I]r n C` •f o MITek USA,InC./COfnpulr AS Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:R ES: 12/31/22015 10111111 IIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 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) 60 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-114) 86 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 SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -46/ 402V -43/ 136H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 75V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -80/ 159V 0/ OH 1.50" 0.25 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 lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.102" @ 3'- 7.2" Allowed = 0.425" 5-11-11 MAX TC PANEL TL DEFL = -0.103" @ 3'- 4.8" Allowed = 0.638" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 3 MAX HORIZ. IL DEFL = -0.001" @ 5'- 10.9" 7.50 F7, NOTE: Design assumes moisture content does 0 not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M load duration factor=l.6, o i Truss designed for wind loads O in the plane of the truss only. c o/- I c rii M-3x4 ,1 J. l 1-00 6-00 PROVIDE FULL BEARING;Jts:2,4,3I JOB NAME : 5019-B POLYGON - J3 '', pRo,��s Scale: 0.5429 \5 taG�N ��0 1.WARNINGS: GENERAL NOTES,unless otha,wise noted: ,� v�(���r� p[' .. 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 v 92 0$(-E Truss• J3 and Warnings before construction commences. building component.Applicability of design parameters and proper , rIF/ " 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ..ter 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 w,pvt'r�q. 4� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). yy:.. DATE• 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON e 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. '7u. 44, SEQ. : 6126012 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` 4 4\ A. design loads be applied to any component. and are for"dry condition"of use. 7 1 4 �, . TRANS I D: 413 213 S CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. C r'i (4�V 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 III VIII I I I IIII VIII IIID II IIII TPIM?CA in SCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. 1:�2ys� MITek USA,Inc./CompuTrus npuTtuS Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES.12/31/2015 ow IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x4 KDDF 810BTR SPACED 24.0" O.C. 2-3=1-168) 152 3-4=( -75) 30 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -58/ 175H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -166/ 336V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ OV 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 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 = 0.060" @ 2'- 9.3" Allowed = 0.427" 12 �) MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" 7.50 Z MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" 3 NOTE: Design assumes moisture content does �) not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. M I Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, `"CD (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 IT ,rcp r i �� 5�� ,' 0 1 M-3x4 ,1 y b l 1-00 6-00 1-11-11 PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : 5019-B POLYGON - J4 Scale: 0.5031 �5 �taGIN /© w� ///257 WARNINGS: GENERAL NOTES,unless otherwise noted: �' .pC �+ 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 7 ,fn-E Truss•• J4 and Warnings before construction commences. budding 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 lgr 2.Design assumes the top and bottom chords to be laterally braced at � . DES. BY: MJ s the res nslWli of the erector.Additional rmeneM bract of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by req'' responsibility Pa ng continuous sheathing such as plywood sheatNng(TC)and/or drywall(BC). (4• DATE• 11/26/2014 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. 7 pc 4t/ SEQ. : 6126013 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! '� (\� .4'•• TRANS ID: 413 213 design loads be applied to any component. end are for"dry condition"gf use. a r 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 p 11� fabrication,handling,shipment and Installation of components. Design asscessary. 4 'PRO- 6. �"� P P 7.Plates assumes adequated drainage is truss, 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 IIIIII II II VIII I I I VIII VIII VIII IIII IIIITPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center Ines. 9.Digits Indicate size of plate in Inches. r MITak 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 • 1111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-226) 207 3-4=( -90) 40 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" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) • 0'- 0.0" -22/ 374V -73/ 215H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -192/ 367V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -50/ 9lV 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 4 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 0 MAX TC PANEL LL DEFL = 0.038" @ 3'- 4.9" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.641" 12 MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.9" 7.50 pm MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.9" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 3 Design conforms to main windforce-resisting system and components and cladding criteria. 0 M o Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, r- (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. ?/- o f m t f W 5►=� 0 1 M-3x4 1-00 6-00 3-11-11 PROVIDE FULL BEARING;Jts:2,5,3,4j JOB NAME : 5019-B POLYGON - J5 , o �aQ� $s Scale: 0.9988 tG)N WARNINGS: GENERAL NOTES,unless otherwise noted: /�/rrff.,,tt� 1.Builder and erection contractor should be advised of MI General Notes 1.This design Is based only upon the parameters shown and is for an individual �92�0 PE r Truss• J5 and Warnings before construction commences. building component.Applicability of design parameters end properAir /Pp " 2.2x4 compression web bracing must be Installed where shown+• Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bredng to Insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at 8,4110011P 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 r�rr Po dY PB 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). n �. DATE• 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ ��Llv� 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. a�� `,' SEQ. : 6126014 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) 'rl1t \ lc design loads be applied to any component. and are for"dry condition"of use. Q '7 14 1: 0"'t" TRANS 1 D: 413 213 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 sign ass fy R` �, P Po 7.Plates assumesadequateonedthi faceI of truss,a. r'1 r 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 IIID IIII IIIITPIMlfCA In SCSI,copies of which will be furnished upon request lines cidicae with joint centerte nche. 9.Digitsindicate size of cin inches. p MiTekUSA,InC./COmpUTfusSoftware7.6.6(1L)-E 10.For basic connector plate design values see ESR-13t1,ESR-1986(MiTek) EXPIRES:12/31/2015 11E111111111 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=( 0) 60 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-276) 260 3-4=(-132) 96 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=( -45) 22 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" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 376V -88/ 257H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -189/ 353V 0/ OH 1.50" 0.45 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -106/ 189V 0/ OH 1.50" 0.24 KDDF ( 625) 11'- 11.7" -23/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 5 --/ AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. i( VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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 TC PANEL LL DEFL = 0.040" @ 3'- 4.9" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.054" @ 2'- 11.9" Allowed = 0.641" 12 0 7.50 MAX HORIZ. LL DEFL = -0.004" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.004" @ 11'- 10.9" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting 3 o system and components and cladding criteria. 1 o Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 „ (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. 0 i Crei o .t 6. - 1 M-3x9 1 1, b J, 1-00 6-00 5-11-11 PROVIDE FULL BEARING;Jts:2,6,3,4,51 JOB NAME : 5019-B POLYGON - J6 's . Pao>rs Scale: 0.4036 �a�l7 ��� WARNINGS: GENERAL NOTES,unless otherwise noted: ' (� G7 c- .yam:. ... 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 Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.204 compression web bradng 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 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 continuous sheathing such as plywoodsheathing(TC)and/or drywall(BC). DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ ncc 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 '�l/ SEQ. : 6126015 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, ,G. 'y�di �o design loads be applied to any component. and are for"dry condition"of use. / "7}� rLQ .,. TRANS I D: 413 213 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 !.3 1 4 �1y. fabrication,handling,shipment and installation of components. Design asscessary. / R R`i t 6.This design is furnished subject to the limitations set forth T.Plates assumes adequatedon drainagehc is truss,and L.1�. IIIIII II II VIII I I I VIII VIII VIII IIII IIII 9 1 by 8.Plates shall be located both faces of truss, placed so their center -. TPINVTCA 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,IDC./COftlpllTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/ 1 0 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-6=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-327) 312 3-4=(-193) 155 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -79) 55 BC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -24/ 378V -103/ 301H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -186/ 337V 0/ OH 1.50" 0.43 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -151/ 266V 0/ OH 1.50" 0.34 KDDF ( 625) 13'- 11.7" -59/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 0 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 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 = 0.043" @ 3'- 7.4" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.057" @ 2'- 11.9" Allowed = 0.691" MAX HORIZ. LL DEFL = -0.005" @ 13'- 10.9" 12 4 MAX HORIZ. TL DEFL = -0.005" @ 13'- 10.9" 7.50[7 NOTE: Design assumes moisture content does jl not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. M of Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 I load duration factor=l.6, Truss designed for wind loads 0 in the plane of the truss only. 0 I' 0 1 6... o M-3x4 .1 b ), )' 1-00 6-00 7-11-11 PROVIDE FULL BEARING;Jts:2,6,3,4,51 JOB NAME : 5019-B POLYGON - J7 ��' 0 PRQ,ress Scale: 0.3560 CI �g/25 ! ' WARNINGS: GENERAL NOTES,unless otherwise noted: ( ' *(�,'�'`�(P E 'Sy1.„ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: J7 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 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 po ty P continuous sheathing such as plywood sheathing(IC)and/or drywall(BC). Cr DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2o Impact bridging or lateral bracing required where shown++ OREGON f, 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. 1k W SEQ. : 6126016 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, h. 'If�f ry�'� A. design loads be applied to any component. and gra for"dry condition"i of use. V Y 14 un b TRANS I D: 413 213 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If �1-/�, f1 necessary. '"'`�I tl \- V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. +l R t 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 IIIIII II II VIII I III VIII VIII VIII IIII IIII TPI k U Ain nc./ copies of which will furnished upon request. lines coincide with joint center lines. EXPIRES:12 t V 1 9.Digits Indicate size of plate in Inches. MiTek USA,InC./C Orn uTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) IIIIIIIIIIIII) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-7=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. 2-3=(-381) 365 3-4=(-241) 205 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=(-141) 111 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -52) 24 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL - 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 377V -119/ 346H 5.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -196/ 344V 0/ OH 1.50" 0.44 KDDF ( 625) 9'- 11.2" -139/ 241V 0/ OH 1.50" 0.31 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 13'- 11.2" -128/ 226V 0/ OH 1.50" 0.29 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 11.7" -18/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) 10-08-10 5-03-01 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" :i MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.042" @ 3'- 7.4" Allowed = 0.427" 5 MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" '' MAX HORIZ. LL DEFL = -0.006" @ 15'- 10.9" MAX HORIZ. TL DEFL = -0.006" @ 15'- 10.9" M-3x5(S) NOTE: Design assumes moisture content does 12 not to exceed 19% at time of manufacture. 700750[7. ** Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, a. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, o Truss designed for wind loads , in the plane of the truss only. ko 0 rnofo .1 ,l b b 1-00 6-00 9-11-11 'PROVIDE FULL BEARING;Jts:2,7,3,4,5,61 JOB NAME : 5019-B POLYGON - J8 A:c �R��Fss Scale: 0.2960 - iiz 7i /0 ' WARNINGS: GENERAL NOTES,unless otherwise noted: 444"f. f rrr��� "�'i,.; 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual ' S PE Z'YU S S' J8 and Warnings before construction commences. bulking 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 sterility during construction 2.Design assumes the top and bottom chords to be laterally braced at ��II�r� 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 sheathing such as plywood sheathing(TC)and/or drywall(BC). CC DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ n 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. "" 4¢_OREGON <li loadsSEQ. : 6126017fasteners are complete and at no time should any greater than 5.Design assumes trusses are to be used inc non-corrosive environment, 'E Q� design loads be applied to any component. and are for"dry condition"of use. d 14 2,. ^�+ TRANS I D: 413 213 5.CompuTrus has no control over end assumes no responsibility for the S Design assumes full bearing at all supports shown.Shim or wedge if �ytb fabrication,handling,shipment and installation of components. Designnecessary. /�p+.:R RIO' �y V 6.This design Is furnished subject to the[irritations set forth 7. latesassumes adequateobotdrah face is provided.and 4' tw IIIIII III IIII I I I 11111 IIII IIII g 1 by 6.Plates shall be located on both faces of truss, placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center Ines. 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 12131/2015 11101 IIIIII1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-7=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-435) 419 3-4=(-289) 254 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-202) 169 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -82) 47 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 377V -134/ 393H 5.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -204/ 349V 0/ OH 1.50" 0.45 KDDF ( 625) 9'- 11.2" -133/ 225V 0/ OH 1.50" 0.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 13'- 11.2" -170/ 295V 0/ OH 1.50" 0.38 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17'- 11.7" -60/ 104V 0/ OH 1.50" 0.17 KDDF ( 625) 7-03-14 10 07 13 COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.041" @ 3'- 7.4" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.055" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.008" @ 17'- 10.9" MAX HORIZ. TL DEFL = -0.008" @ 17'- 10.9" NOTE: Design assumes moisture content does 12 not to exceed 19% at time of manufacture. 7.50 7 Design conforms to main windforce-resisting system and components and cladding criteria. ,77 m o Wind: 140 mph, h=24.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, r- (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o M-3x5(S) load duration factor=1.6, Truss designed for wind loads 4* '� in the plane of the truss only. I 3 0 c 0 1 7 o M-3x4 J, > /, l 1-00 6-00 11-11-11 PROVIDE FULL BEARING;Jts:2,7,3,4,5,61 JOB NAME : 5019-B POLYGON - J9 �- (.'" /) s Scale: 0.2760 5t7//Z5 ` ,ri WARNINGS: GENERAL NOTES,unless otherwise noted: 4C7 / �, 7 .1" I.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual =92.41PE { Truss: J9 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced at .a . 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 Po ty P 9 continuous sheathing such as plywood ing(en and/or drywail(BC). +» , DATE• 11/26/2014 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. OREGON 4.�1t SEQ. : 6126018 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� � \� design loads be applied to any component and are for"dry condition"of use. ,� 7 ,,. "�" TRANS I D: 413 213 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing u all supports shown.Shim or wedge If fabrication,handling,shipment and installation of components. \>0.- necessary.sigoary. R ` 7.Design assumes adequate drainage ismuss,a. C 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 IIII VIII I I I VIII II II VIII III IIITPI WTCA in BCSI,copies of which will be furnished upon request. linescoincide with joint center lines. Di 9.Digits indicate size of platete In in Inches. y MiTekUSA,Inc./CompuTrusSoftware7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:1231/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 9l&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 60 2-8=(0) 0 BC: 2x4 KDDF 91&BTR SPACED 24.0" O.C. 2-3=(-486) 470 3-4=(-340) 305 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=(-248) 217 BC LATERAL SUPPORT <= 12"0C. DON. LL( 25.0)+DL) 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-137) 106 DL ON BOTTOM CHORD = 10.0 PSF 6-7=( -49) 23 OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -23/ 377V -150/ 439H 5.50" 0.60 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -210/ 349V 0/ OH 1.50" 0.45 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 9'- 11.2" -139/ 231V 0/ OH 1.50" 0.30 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13'- 11.2" -160/ 272V 0/ OH 1.50" 0.35 KDDF ( 625) 17'- 11.2" -127/ 214V 0/ OH 1.50" 0.27 KDDF ( 625) 7-03-14 12-07-01 19'- 10.9" -18/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) COND. 2: Design checked for net(-5 sf) u lift at 29 Itself"acin � 9 P P P 9•� 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 = 0.041" @ 3'- 7.4" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.010" @ 19'- 10.2" MAX HORIZ. TL DEFL = -0.010" @ 19'- 10.2" 1P NOTE: Design assumes moisture content does 7 not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. ', 7 I rn Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ot (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), "' load duration factor=1.6, M-3x5(5) Truss designed for wind loads yv in the plane of the truss only. 3 w, 0 'I, M-3x4 1-00 6-00 13-10-15 PROVIDE FULL BEARING;Jts:2,8,3,4,5,6,7j ores JOB NAME : 5019-B POLYGON - J10 sto IN7 Scale: 0.2517 ss. .v. ,) ��<2 WARNINGS: GENERAL NOTES,unless otherwise noted: 1, 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 .7 'f Truss• J10 and Warnings before construction commences. building component.Applicability of design parameters and proper e 2.2x4 compression web bracing must be installed where shown a. incorporation of component is the responsibility of the building designer. ,,r 3.Additional temporary bracing to Insure slabiity during construction 2.Design assumes the top and bottom chords to be laterally braced at �rs�r� DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `p !a�/lw�"' Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -'" •" CC DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ a � 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. "j' 1(/ non-corrosiveSEQ. : 6126019fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a environment, 1- 4lq 'A` ice.. TRANS I D: 413213 design loads be applied to any component. and are for"dry condition"of use. 4 ♦ 14 2,. �"T- 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge It i �y fabrication,handling,shipment and installation of components. necessary. lige fy n I ` V 7.Design assumes adequate drainage is provided. C r'i f-1 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 IIII I III VIII I III VIII II II IIII'IIII IIIITPIMfTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. Digits Indicate size of plate In Inches. MiTek USA,In0.lCOmpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:RES:12/31/2015 • IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 6.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 NOTE: Design assumes moisture content does BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. not to exceed 19% at time of manufacture. TC LATERAL SUPPORT <- 12"0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSE Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, LL = 25 PSF Ground Snow (P ) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9 load duration factor=l.6, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 4.00 v 3 Lo J-1 0 M in011lIlllll I I rn 1 o4 M-3x4 ), b b 1-00 8-06 PR JOB NAME : 5019-B POLYGON - P1 ;�� 1N 6� Scale: 0.6242 '''(////Z5 7!t �,, WARNINGS: GENERAL NOTES,unless otherwise noted: �, rrr��� `,,,, 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 .92 0 SPE Truss: P1 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 r�I . 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 sheathing such as plywood sheathing(TC)and/or drywatl(BC). •" DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f1 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 SEQ. : 6126020 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, Ll ��r .0\ design loads be applied to any component. and are for"dry condition"of use. "7 .�4 ,.. �^�. • TRANS I D: 413 213 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 essary. fabrication,handling,shipment and installation of components. Designnesass � }�� 7. latesassumes adequate ne both ace Is trus,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 -- III II III VIII III 11111 VIII IIII IIII IIII TPIMlICA in BCSI,copies of which will be furnished upon request. git coincidewithzJointain che. B.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 rr2015 111 II Mill This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 6.0" 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=(-53) 69 3-5=(-266) 185 BC: 2x4 KDDF #10TR SPACED 24.0" O.C. 2-3=(-109) 91 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 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" -69/ 493V -34/ 101H 5.50" 0.79 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 6.0" -41/ 350V 0/ OH 5.50" 0.56 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 lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.355" @ 4'- 3.7" Allowed = 0.508" 8-02-04 0-03-12 MAX TC PANEL TL DEFL = -0.475" @ 4'- 3.8" Allowed = 0.762" 1' T T 12 MAX HORIZ. LL DEFL = 0.001" @ 8'- 2.2" 4.00 v MAX HORIZ. TL DEFL = 0.001" @ 8'- 2.2" M-1.5x3 NOTE: Design assumes moisture content does 4 -/ not to exceed 19% at time of manufacture. 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), N load duration factor=1.6, 7, Truss designed for wind loads ,-, in the plane of the truss only. 0 en Li ,l /- I r- 1 2 ►3 �5 IIE III M-3x4 M-1,5x3 l l l 8-02-04 0-03-12 l l l 1-00 8-06 JOB NAME : 5019-B POLYGON - P2 ,tip' a PROFe. ss Scale: 0.5367C .�� G�V/I1Z51 ` - d 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 4 . .92 r.0 6"1.C r Truss: P2 and Warnings before construction commences. building component.Applicability of design parameters and proper �O #00^/' 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. T 3.Additional temporary bracing to insure stabiity 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 te r ! Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). CC DATE• 11/26/2014 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. 3rtit/ SEQ. : 6126021 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. vd \b { design loads be applied to any component. and are for"dry condition"of use. Q ilk 1 4 2,. ��"`T^• TRANS I D: 413 213 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. C^•� �i ` shipment and Installation of components. 7,Design assumes adequate drainage is provided. 1.4• 6.This design Is furnished subject to the imitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center VIII'I I IIII I I I VIII VIII VIII IIII IIII TPI WTCA In BCSI,copies of which will be furnished upon request. (Ines coincide with Joint center fines. 9.Digits Indicate size of plate In inches. MiTek USA,InC./CompuTrus Software 7.8.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIH 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) 60 2-4=(0) 0 BC: 2x4 KDDF kl&BTR SPACED 24.0" O.C. 2-3=(-57) 25 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 SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -74/ 301V -15/ 59H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -30/ 26V 0/ OH 5.50" 0.04 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 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 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 BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 7.50 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. 3 Wind: 140 mph, h=19.8ft, 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. (--- c)0 ti o f- M-3x4 ,1 /, b 1-00 2-00 PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : 5019-B POLYGON - SJ1 pRrFe6:0 Scale: 0.6830 `7////25 ,p /0�L WARNINGS: GENERAL NOTES,unless otherwise noted: �1 v �7c-� '77. 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 =92/S P G Truss: SJ1 and Warnings before construction commences. building component.Applicability of design parameters end proper /r/ 111111, ' 2.2.4 compression web bradng must be installed where shown+, incorporation of component is the responsibilty of the building designer. , 3.Additional temporary bracing to Insure stabifty during construction 2,Design assumes the tap and bottom chords to be laterally braced at DES. BY: MJ 2'o.c.and at 10'0.0.respectively unless braced throughout their length by Af Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ l� 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. '}r OREGON ^t,( SEQ. : 6126022 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. r,,� �\ & design loads be applied to any component. and are for"dry condition"of use. 7 7^ 14 ', �^ » TRANS I D: 413 213 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. I!'R RIO- 6. y+ 7.Design assumes adequate drainage Is provided. CC r't 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 III II II VIII I I I II II VIII VIII III)III TPI WTCA In BCSI,copiespof which will be furnished upon request. Digs coincidentwith joint aIn Inches.9.Digits indicate size of plate in Inches. MITek USA,Inc,/Coro UTrug Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 Ell IIIII 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-81) 50 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED 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/ 322V -29/ 97H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -4/ 61V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -51/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) 12 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. 7.50 p VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3 -, MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting ro no system and components and cladding criteria. I �o Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, c.] (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. n o/- l I '� o �� 4 M-3 x 9 1 b ). b 1-00 2-00 1-11-11 [PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : 5019-B POLYGON - SJ2 Ts ?N Opt, s,� Scale: 0.7356 //G7 / / fp. WARNINGS: GENERAL NOTES,unless otherwise noted: ttt��� /7C' ' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based onty upon the parameters shown and is for an individual C' T11P E 1`R Truss• S J2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+, incorporation of component is the 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 ,�y�. DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by I�.Aaa'" is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathin C and/or d (g • � � ' �, the overall structure is the responsibility of the buildingdesigner. p cing g(T ) rywall(SC). DATE: 11/26/2014 Po gY g 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. J' SEQ. : 6126023 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, 1r+ \�` �•. design loads be applied to any component and are for"dry condition'of use. '7 /4 ri7y,Q �"'t+ TRANS I D: 413 213 5.CompuTrus has no control over and assumes no responsibility for the 8•Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. Design cessary. !?R R`` 7.Design assumes adequate drainage is provided. C b1�. 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 IIII I I II IIIII I I I I I III I IIIII IIII I'llTPIMlTCA in BCSI,copies of which will be furnished upon request. lines c dicae with joint center lines. 9.Digits indicate size of platete inches. nches. MiTek USA,Ir C./Corr uTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/201cJ 1111111N 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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" 0.C. 2-3=(-120) 73 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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" -30/ 310V -43/ 136H 5.50" 0.50 KDDF ( 625) 1'- 9.2" -47/ 153V 0/ OH 5.50" 0.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -79/ 143V 0/ OH 1.50" 0.23 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF I8C 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3 -, MAX BC PANEL LL DEFL = 0.004" @ 1'- 0.1" Allowed = 0.054" 712MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 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. o Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, i (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), o load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. kOo,_ c3ot f-0 1 1 111 1-00 2-00 3-11-11 PROVIDE FULL BEARING;Jts:2,4,31 es JOB NAME : 5019-B POLYGON - SJ3Scale: 0.5876 � �N��G /4 WARNINGS: GENERAL NOTES,unless otherwise noted: t . OPE r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual Truss• SJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where sown lled h +, Incorporation of component Is the responsibibty of the building designer. P2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure sterility during construction y o.c.and at 10'a.c.respectively unless braced throughout their le ih by r11r, DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). n DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ C?REGUN <(/ ICC 4.No load should be appfed to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. b, SEQ. : 6126024 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 't/ri�f4 oN -.. design loads be applied to any component. and are for"dry condition"of use. t,/ TRANS I D 413 213 6.Design assumes full bearing at all supports shown.Shim or wedge if }� • 5.CompuTrus hes no control over and assumes no responsibility for the necessary. • � `�� fabrication,handling,shipment and Installation of components. 7.Design s umes 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 I,copies of ch will be furnished upon ines coincide with joint center Nnes. IIIIII IIII VIII VIII VIII VIII VIII IIII IIIIMITTe USA,IncI/VVTCA In .lCompuT us(Software 7.6.6(1 L)E request 10.l9.Digitslate in Inches. FForr baisicicate con ectorsizeof plate design values see ESR-1311,ESR-1988(MiTep EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 KDDF #10BTR SPACED 24.0" O.C. 2-3=(-162) 96 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED 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" 0/ 251V -58/ 175H 5.50" 0.40 KDDF ( 625) 1'- 9.2" -11B/ 294V 0/ OH 5.50" 0.47 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -106/ 192V 0/ OH 1.50" 0.31 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 lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3 -,, MAX BC PANEL LL DEFL = 0.007" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.008" @ 1'- 0.1" Allowed = 0.072" 12 ' MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.9" 7.50 MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" NOTE: Design assumes moisture content does not to exceed 198 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Mo (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 load duration factor=l.6, o Truss designed for wind loads 1 in the plane of the truss only. Lo ko o/- t �- o T� III.- 1 4�� 0 M-3x4 * .k y y 1-00 2-00 5-11-11 PROVIDE FULL BEARING;Jts:2,4,3I JOB NAME : 5019-B POLYGON - SJ40 pRor�rs Scale: 0.5031 �C3� /GIN 7pr `�/ WARNINGS: GENERAL NOTES,unless otherwise noted. ✓ !I/ � 1-11. 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 4' .92*•P E r Truss: SJ4 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 responsibility of the building designer. Ail3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of 9 ) r 1/01101/ continuous sheathing such as plywood sheathing(TC)and/or drywall(BC. Q DATE: 11/26/2014 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 end 4.Installation of truss is the responsibility of the respective contractor. 4 OREGON fasteners are complete and at no time should any loads greater than Design assumes trusses are to be used in a noncorrosive environment, 4. �N� k� SEQ. : 6126025 5. TRANS I D' 413 213 design loads be applied to any component. end are far"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 /4 2•,..�Q4 fabrication,handling,shipment and installation of components. necessary. 111 .' R R �l f 8.This design is furnished subject to the Imitations set forth T.Design assumes adequate drainage is provided. '�f 4. I IIIIII IIII IIIIII III IIIII IIIII IIIII IIII IIII by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA In SCSI,copies of which will be furnished upon request. lines coincide wizits Joint center lin. USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic iconnector oplate design vals. ues see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 • This design prepared from computer input by 1 1111141This LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 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) 60 2-6=(-48) 101 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-178) 24 5-7=(-84) 167 5-3=( 0) 49 3-4=( -29) 34 3-7=(-175) 88 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT 0= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 0= 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" -50/ 350V -29/ 97H 5.50" 0.56 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -89/ 81V 0/ OH 1.50" 0.13 KDDF ( 625) 6'- 0.0" 0/ 95V 0/ OH 5.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 3-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.006" @ 2'- 3.8" Allowed = 0.170" ( MAX TL CREEP DEFL = -0.011" @ 2'- 3.8" Allowed = 0.226" 12 MAX LL DEFL = 0.000" @ 5'- 4.0" Allowed = 0.078" 7.50 MAX TL CREEP DEFL = 0.000" @ 5'- 4.0" Allowed = 0.105" 4 -7 MAX HORIZ. LL DEFL = -0.006" @ 5'- 4.0" MAX HORIZ, TL DEFL = 0.008" @ 5'- 4.0" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 3Design conforms to main windforce-resisting 1sstem and components and cladding criteria. NO.„1„„mmmisr......._ iNWind: 140 mph, h=20.4ft, TCDL=4.2,BCDL6.0, ASCE 7-10, All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l6Truss designed for wind loads in the plane of the truss only.oIMIIIMMIMMIIIMIM-1.7:3111 ,>4x6 �i 6 0 0 M-3x4 M-3x5 M-3x4 .1 y ) b 2-03-12 3-00-03 0-08-01 3' .6 5 Y 1-00 2-05-08 6-00 3-06-08 4. PROVIDE FULL BEARING;Jts:2,4,71 p`�,Q PRO JOB NAME : 5019-B - CJ2 Scale: 0.5741 \� G1 `r!0 WARNINGS: GENERAL NOTES,unless otherwise noted: 4451 1,44 ±92 5/ S'" 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 Truss: CJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bradng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bradng 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 bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their le th by /APIs*,; po ty continuous sheathing such as plywood sheathing(TC)and/or drywallC). I DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng 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. Ik "�✓ S E Q. : 6126709 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, c" �� design loads be applied to any component. and are for"dry condition"of use. �(' y 14 TRANS I D: 413249 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. 7.Design sumes adequate drainage is provided. � `RML 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 III III III I VIII VIII VIII 11111 III TPI A in BCSI,copies of which will be furnished upon request B.Iines coincide Digits indicate size joint piate Incenterinches. 10. MiTek USA,InC./COmpuTruo Software 7.6.6(1 L)-E 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'- 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) 60 2-6=(-134) 187 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-270) 59 5-7=(-228) 313 5-3=( 0) 50 WEBS: 2x4 KDDF STAND 3-4=( -65) 53 3-7=(-327) 238 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -45/ 393V -43/ 136H 5.50" 0.63 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 4.0" -4/ 140V 0/ OH 5.50" 0.22 KDDF ( 625) 5'- 11.7" -56/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-11-11 MAX LL DEFL = 0.014" @ 2'- 3.8" Allowed = 0.254" f T MAX TL CREEP DEFL = -0.019" @ 2'- 3.8" Allowed = 0.339" 12 4 -/ 7.50 MAX HORIZ. LL DEFL = -0.014" @ 5'- 4.0" MAX HORIZ. TL DEFL = 0.015" @ 5'- 4.0" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. M 9x6 o Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, i (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 m load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. $ 0I111111 . MMIIIMPOOMMEMNOMM 1 o 0 7 7,- ISI M-3x4 . 1111 o M=1.5x3 � I 111. 1 6 0 84-3x9 M-3x5 1 1, /, /' 2-03-12 3-00-03 0-08-01 1, 1 1, y 1-00 2-05-08 6-00 3-06-08 PROVIDE FULL BEARING;Jts:2,7,41 JOB NAME : 5019-B - CJ3 � ° PR ,e r,�G Scale: 0.5145 so. IN <2 WARNINGS: GENERAL NOTES,unless otherwise noted: L4 V r/�/ �+ C� 'f� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 4' T911/ 52.41, h�72®,PE 1" Truss: C J 3 and Warnings before construction commences. building component.Applicability of design parameters and properR' 2.204 compression web bradng 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 s the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r v 4, po dYpermanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). J '4 DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bradng 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. OREGON fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 'fr �' N1T�� S.CompuTrus has no control over and assumes no responsibility for the � SEQ. : 612 6 710 TRANS I D: 413249 design loads be applied to any component. and are for"dry condition"of use. / 9 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14 ‘}, fabrication,handling,shipment and installation of components. necessary. A 1' �R t�i 7.Design assumes adequate drainage is provided. ,+7 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 ch will be urnished upon lin s coinde with j int IIIIII III VIII I III VIII VIII VIII IIII IIIIMTe UWTCA SA nlncJCompuTrus I,copies of ISoftwaref 7 6 6(1 L)E request. 10.For basicGco nectoroplate design values see ESR-1311,ESR-1988(MiTek) center lines. 9.Digits Indicate size of plate In inches. EXPIRES:12/31/2015 1111IIII'll This design prepared from computer input by ,, PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 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) 60 2-7=( -82) 187 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-270) 59 6-8=(-141) 313 6-3=( 0) 50 WEBS: 2x4 KDDF STAND 3-4=(-174) 98 3-8=(-327) 147 LOADING 4-5=(-119) 0 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 23.7" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -35/ 355V -51/ 196H 5.50" 0.57 KDDF ( 625) 5'- 4.0" 0/ 140V 0/ OH 5.50" 0.22 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -208/ 416V 0/ OH 1.50" 0.53 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 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" 7-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" '( ,( MAX LL DEFL = -0.011" @ 2'- 3.8" Allowed = 0.254" 5 MAX TL CREEP DEFL = -0.019" @ 2'- 3.8" Allowed = 0.339" MAX LL DEFL = -0.039" @ 7'- 11.7" Allowed = 0.197" MAX TL CREEP DEFL = -0.047" @ 7'- 11.7" Allowed = 0.263" 12 7.50 MAX HORIZ. LL DEFL = 0.011" @ 5'- 4.0" MAX HORIZ. TL DEFL = 0.015" @ 5'- 4.0" 4 NOTE: Design assumes moisture content does 0 not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting o, system and components and cladding criteria. 0 •c Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 3 Truss designed for wind loads O1111 in the plane of the truss only. 1111111.11ft.- ft-, Ali - l.o 3 r.=E4 -/ CD -11 M-3x4 r M-1,5x3 CA x o I 7 0 o M-3x4 M-3x5 l l 1' ) 2-03-12 3-00-03 0-08-01 l l l .1- 1-00 1-00 l 2-05-08 5-06-03 , 8. 6-00 1-11-11 !PROVIDE FULL BEARING;Jts:2,8,41 JOB NAME : 5019-B - CJ4 �� � pR°'�� Scale: 0.4174 cp GIN4A14, /0 4, 1412511WARNINGS: GENERAL NOTES,unless otherwise noted: 17. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual T 920 0 P E, Truss: CJ4 and Warnings on we bracing must be Incorpgcomponentponen Is Applicability ofdesign parameters and proper , 2.2z4 compression web bredng must be Installed where shown+. Design assumes of the component is the mspo dt of the ally braced designer. ,+mar"' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally 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 a cured where sown-r.drywall BC. DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown+-r. f " 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. '}Y OREGON A.SEQ. : 6126711 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,f design loads be applied to any component. and are for"dry condition"of use. f }i .,}.. TRANS I D: 413249 5.CampuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If 7 4 , fabrication,handling,shipment and installation of components. necessary. /41:11t..\-. 6.This design is furnished subject to the limitations set forth 7.Designlaesassumes adequatedon both drainage Is truss,and IIIIII III VIII I I I II I IIII VIII III IIII g 1 by 8.Plates shall be located both faces of truss, placed so their center 7PI/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. 10. r. MITekUSA,InC./CompuTfusSoftware7.6.6(1L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRED.12/31/2015 11 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-7=( -76) 146 7-6=1 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.1. 2-3=(-226) 62 6-B=(-130) 243 6-3=( 0) 49 WEBS: 2x4 KDDF STAND 3-4=(-201) 171 3-8=(-254) 136 LOADING 4-5=( -83) 46 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" -26/ 374V -73/ 215H 5.50" 0.60 KDDF ( 625) 5'- 4.0" 0/ 119V 0/ OH 5.50" 0.19 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 10.9" -160/ 302V 0/ OH 1.50" 0.39 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -55/ 103V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 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 9-11-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" .9' T MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5 - MAX LL DEFL = -0.009" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.015" @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = 0.009" @ 5'- 4.0" MAX HORIZ. TL DEFL = 0.012" @ 5'- 4.0" 7.50 12 i; NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting 4 ,--, system and components and cladding criteria. 0 Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I (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-4x6 3 AIN w o t 8 o -is m M-3x4 i M-1.5x3 r 1 7 0 o M-3x9 M-3x5 * 1 * 1 2-03-12 3-00-03 0-08-01 ,1 * b b 1-00 -0 y 2-05-08 76-03 y 6-00 3-11-11 PROVIDE FULL BEARING;Jts:2,8,4,5( JOB NAME : 5019-B - CJ5 <00 PR �F s Scale: 0.3702 <0 ��61 /© 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 'f .' '792.01-"E r Truss• CJ5 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 responsibility of the building designer. .. 3.Additional temporary bredng to Insure stability during construction 2•Design assumes the top end bottom chords to be laterally braced et a� . DES. BY: MJ is the res nsibi' of the erector.Additional ermanent b acing of 2'o.c.and at 10'o.c.respectively unless braced throughout their le th by /. po ldY P continuous sheathing such as plywood sheathing(TC)and/or drywalC). /`Q" DATE• 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ;xG C)REGQN� �*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. >k SEQ. : 6126712 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, dd design loads be applied to any component. and are for"dry condition"of use. .40, '7.y 14 Q TRANS I D: 413249 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,shipment and installation of components. necessary. R b`_Lk,- 9 P P 7.Design assumes adequate drainage is roWded. 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 Ill I III VIII I III VIII 1111111 II IIII 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. r n MiTek USA,Ir c./CompuTfu3 Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:RES:12/31/2015 4 r OMEN This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2- 8=(-102) 149 8- 7=( 0) 18 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2- 3=(-230) 61 7- 9=(-175) 247 7- 3=( 0) 49 WEBS: 2x4 KDDF STAND 3- 4=(-262) 170 3- 9=(-259) 183 LOADING 4- 5=(-177) 91 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-120) 0 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 24.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -26/ 384V -81/ 278H 5.50" 0.61 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 4.0" -8/ 120V 0/ OH 5.50" 0.19 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 10.9" -136/ 300V 0/ OH 1.50" 0.38 KDDF ( 625) 9'- 11.7" -210/ 405V 0/ OH 1.50" 0.52 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 11-11-11 VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 '( ,C' MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 6 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.011" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.015" @ 2'- 3.8" Allowed = 0.339" MAX LL DEFL = -0.039" @ 11'- 11.7" Allowed = 0.200" 5 MAX TL CREEP DEFL = -0.048" @ 11'- 11.7" Allowed = 0.267" MAX HORIZ. LL DEFL = -0.011" @ 5'- 4.0" 12 0MAX HORIZ. TL DEFL = 0.012" @ 5'- 4.0" 7.50 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. r. Design conforms to main windforce-resisting 4 o system and components and cladding criteria. y Wind: 140 mph, h=22.9ft, 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-4x6 in the plane of the truss only. 3 4O . API 'IMINFEMI1111111M -/ 4 ��M-3x4 oM 1.5x3 1 = 8 1 CD M-3x4 M-3x5 L L L L 2-03-12 3-00-03 0-08-01 L L L L 1-00L 2-05-08 L 9- 06-03 L 6-00 5-11-11 'PROVIDE FULL BEARING;Jts:2,9,4,5' JOB NAME : 5019-B - CJ6 � � o ��°RFs Scale: 0.3228 „.2J �'3(/pryNC '�'/0 WARNINGS: GENERAL NOTES,unless otherwise noted: �(/�f/.+�G7 1.Builder and erection contractor should be advised of at General Notes 1.This design Is based only upon the parameters shown and is for an individual 4 . .7G®*P E f Truss: C J 6 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 stebttty 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 r " is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1"" DATE: 11/26/2014 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. OREGON SEQ. : 6126713 fastens s are complete and at no tlme should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, /: aa /�� design loads be applied to any component and are for"dry condition"of use. / -7 14 ..L_ TRANS I D: 413249 6.Design assumes full bearing at all supports shown.Shim or wedge If �P 5,CompuTrus has no control over and assumes no responsibility for the �^ fabrication,handling,shipment and installation of components. Dnesign ass essary. ' 741:00,.+ 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII III VIII I III VIII IIII IIIA I II IIIITPI/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 2it+2Q