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Plans (31) • I M CONFORMS TO DESIGN iCNCfPT /S---- L L 1/2 /j7if-Yr-- 0 f— r- 1tiJNFs'Z,TG3TOSGNCONCEPTWITH C:1 0 NON tfO th tG—REVISE& K BMT ♦ �� H / r , r 11'-51/2' BY Alexia F k ' 12/22(1 MILBRHNOF ARCHITECTS 4:12 I DEC 21 2115 n ,,. GARAGE ai I y 6;a6A.0 s. 3µ)t J ri Al J1 ,' ., , -' J2 IIIP Arrill Er .. t Hd113215-2 p HiS26 J1 Gs , J2 i w J3 lik....4 tryi . ..... J4 JR - '9 7512 w JB F.119M J7 M co Iw J8 Vic ge J10 _ J9 / J9 JR EMI 7.5 12 JT 73:12, so "�' J7 U. J6 J6 F.15 15:tt EJ5 Fit a w iiiik HGt2 .�53 �;,� �i.� He u21a F . jr... __ EJ3 t : a � 5J2 'i- , el. SJ1 '-illnljr � `�, r i a a ,.. SJ2 7512" � ry L 6:11 5 6 I Al Ay/ CD ' H y CONFORMS TO DESIGN CONCEPT 3` [ ODNSOPS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN I . 7. :12 ''1 0 NON-CONFORMING REVISE DDR SUBMIT V6,66 EA61664,N..HEN ES6T6,C6D 606 266EFA6:PAMPAS'S Eii.. /� 'N DES ;.u.- r.t> 6E-1.6:6E N_ G1 FAr I 'E,.Cf A M-ml,PT E F kWNCE k_Ti TN MICA12,61.,AND PEC16:6,,IONS ::6a6:6,6 wtE pP,'_.pa76 7066 T!5:AP 66664164. ArnAd A,Solawn DAA December 9.2016 CT ENGINEERING INC 19'4' I l0'-10 3/4' 1'17 3f4'' 15'-1 12' I 2'4° ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE' ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 11/26/14 PLACEMENT R TO TRUSS CALCULATIONS EAND ENGINEEIn PROJECT TITLE REVISION-1: DRAWINGS RFOR ALL FURTED HER 5019-B POLYGON RESPONSIBLE R ALL DESIGNER/ENGINEER BOF UILDING RD PLAN. DRAWN BY: REVISION-2 RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS BUILDING 5019 / B-B CHECKED BY: DESIGNER/ENGINEER OF RECORD TO '3 p COMPANY REVIEW AND APPROVE OF ALL $S DELIVERY LOCATION: SCALE. REVISION-3 DESIGNS PRIOR TO CONSTRUCTION. 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. i O 'El CONFORMS TO DESIGN CONCEPT C:aNfOFIN15 TO t ESIC+N rON,-,.n T WITH v REVISIONS NOTED .115c�11L�M/�- 0 NONG'JN?ORPoIING-REVISE 3RESUBMIT 'Bo T fi Ale F kuI 12E22/14 , �V� a ' MILBRANDT ARCHITECTSGARAGE * 5FJ1 1h u ll J1 . o. FJ2 I- 1 HGJS 2 RJrInilliftlifi El .■ E I ,•. Aoling, ..?00 J2 , ./01:00//////A: ii��i J4 J8 J7 Ilk. II F.110 J8 J9 1111., - __ .1 ' K J10 h J10 Ju. J9 8 eN � a i i u , _... J8 75:,2 illEE J7 ii,1o; J6 LL i CJS EJ5 1.5:1t7 EJ4 ill ,�,,•� . FA Ama. FIOt16210.2 in ' 1_ SJ2 r . Ali p 1. .. •• :.114 ..1 Li eli,.,,. IIR tams A-1471:12 7 21411 • CSN=oahu TO DESIGN CONCEPT Al Y e." 5:•J = 1rA ❑ COVORMS TO DESIGN CONCEPTCONCEPTWITH 1iii REVISS AS.SHOWN C] OPi-CJNfOR.h91:'dG-REtiISE AND RESUBMIT ---—— ---- mIc SHE,SFAIIINEBEE SEEK REVIEWA FaRREV. GEKEv.i.cawonmicE G/ RAARECATEXISE;EN C-.kEAEBBSIE:,ESP CEMC='xASSE BITE TIE BESEN nolo S F.'g'.S=SIFISATIERS L EF Bi`Se ELIE FR!ICEI, esER Till,SIB,SEAM. Arnold R Selma, .at,..December 4,201,1 CT ENGINEERING INC I 2'-88 15'-1112" 117 3r 101-10 a• 19'-6' ©Copyright CompuTrus Inc.2006 BUILDER' ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NWPLACEMENT ONLY.REFER TO 11/26/14 TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL an PROJECT TITLE: REVISION-1: DRAWINGS NER/EN OR WEER FURTHER E INFORMATION BUILDING 5019 B POLYGON DESIGNER ENGINEER OF RECORD PLAN: DRAWN BY: REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO TRUSS ,g NY 5019 / B-B CHECKED BY. REVIEW AND APPROVE OF ALL E{ C f DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 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 CampuTrus Software Warnings & General Notes WARNINGS: 1, Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown t. 3. Additional temporary bing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no limo should any loads grater than design loads be fired to any component 5. CompuTr us has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components 6. This design is furnished subject to the limitations set forth by TPUINTCA in SCSI,copies of which will be furnished upon request. GENERAL NOTES,unless o hernrise noted; 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assUes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout then length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown+4. 4. Installation of truss is the responresponsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry cxrnditbrn'of use. 6. Design assumes full bearing at all supports shown.Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and;laced so their center tines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311,ESR-1988(Mii eI). GiktO PR°Peed GINi~ >c 411"941‘ ate 0:4 1100 0R GON R Fi l L r t f�t4 � EXPIRES: " IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 1.5" ICOND. 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 #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"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 PSF TOTAL LOAD = 42.0 PSF Wind: 140 mph, h4=21.5ft, TCDL=4.2,BCDLe=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' T 1' 12 I I M-4x4 12 7.50 3 Q 7.50 ii 0 0 o 10 0 o I 5 1 0 M-3x4 M-3x9 .6 y 1 b 1-00 15-01-08 1-00 ,p P R Opti, JOB NAME : 5019-B POLYGON - Al Scale: 0.4424 ``� ` iN `�/0 WARNINGS: GENERAL NOTES,unless otherwise noted: s/�/ � i.-07 9 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' c 92 0.PE r Truss: Al and Warnings before constmctlon commences. building component.Applicability of design parameters end proper /rte 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 nsib li of the erector Additional ermanent bracln of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,,.fir!.a po ty P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /, DATE• 11/26/2014 the overall structure la 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. ', A D• SEQ. : 6125955 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, .4. '1,©,{� p'\ A. TRANS ID: 413 213 design loads be applied to any component and are for"dry condition"of use. tk 2• (�"F" • 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 li p'. fabrication,handling,shipment and installation of components. necessary. R p y`,w, TV'' P Po 7.Designlaesassumes adequateatedndrainageth isprovided.truss, a /'i 7l. 6.This design Is furnished subject to the NMtatlons set forth by 8.Plates shall be located on both faces of trues,end placed so their center Ililll I I 1E I III II II III VIII IIII IIII TPI WTCA in BCSI,copies of which will be furnished upon request. Tans coincidewith joint center lines. 9.Digits Indicate size of platete 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 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: 2x9 KDDF 01&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1668) 297 1- 6=(-209) 1326 6- 2=( -26) 371 BC: 2x6 KDDF 41&BTR 2- 3=(-1161) 253 6- 7=(-208) 1316 2- 7=(-492) 142 WEBS: 2x9 KDDF STAND LOADING 3- 4=(-1161) 253 7- 8=1-208) 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"0C. UON, TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 15'- 1.5" V 4- 8=( -25) 371 BC LATERAL SUPPORT <= 12"0C. 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 BOG 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 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. 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" '( f '1' 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 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 SjilE Wind: 140 mph, h=21.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x9 M-3x4 2 9 IN4 ,c, o t o, /o I 1� 6 7 8 =A5 I o M-3x4 M-1.5x3 M-3x8 M-1.5x3 M-3x4 O 1 b l b ,1 4-01-09 3-05-03 3-05-03 4-01-09 ,1 y 15-01-08 _to JOB NAME •. 5 019-B POLYGON - A2 -s . PR o'��ss Scale: 0.3776 Sn(tr - ��//25/ 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 end is for an individual a 41 r C-. 1- Truss: A2 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 end bottom chords to be laterally braced at DES. BY: MJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4/ ~ 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 .4 OREGON ^,V 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 71 '\bk_SA. design loads be applied to any component. end are for"dry condition"of use. ✓ Al}� 1 4 n1(} F 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 end installation of components. necessary. 4^rl R`t � T 7.Design assumes adequate drainage is provided. 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 III 1111 III III I I I 11111 I 01 II II TPI/WTCA in BCSI,copies of which will be furnished upon request lines coincide with)Dint center lines. 9.Digits indicate sizize of plate In inches. MiTek USA,Ino./CompUTfus Software 7.6.6(1 L)-E 10.For basic connector pate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 VIII I III 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 #1&BTR T2, T4 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=( -7792) 1960 10-11=(-1598) 6394 3-11=( -360) 1150 8-15=(-4944) 1334 BC: 2x8 KDDF #10BTR 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"6K 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"8'd 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. DON. 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"0C 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 1 f '1 T 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 4,320# ' T +1209 ¶ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=l.6, 7.50 Q 7.50 Truss designed for wind loads in the plane of the truss only. M-4x8 M-5x10 M-3x8 M-3x8 5 6 7 0 Mel T2 troy M-3x5 M 6x8 M-5x12 3 9 -1 T4 ON,. B j_ M5x16 �C o 0 D 1 - I a `� 41- o - 10 11 12 '8' 13 14 15 **16 -1 o M-1.5x3 M-4x10 0.25" M-3x8 ::14-8x8 M-8x10 M-3x8 - 14-10x10(S) WEDGE REQUIRED AT HEEL(S). .1 J• b b b J• J• 1 3-01-14 2-04 3-03-11 3-00-03 3-01-15 2-04-06 3-01-07 ,l l y 1-00 20-05-08 R JOB NAME : 5019-B POLYGON - B1 Scale: 0.2530 ��. "�" xfis,s,f� WARNINGS: GENERAL NOTES,unless otherwise noted: /l/ / �' 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 7,92 0 1 P E 1"- Truss: "- TrusS: B 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 4100111111, Incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+. P P h at 3.Additional temporary to Insure stability during construction 2.Design assumes the top and bottom chords to be laterallyo braced DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'c.c.respectively unless braced throughout their length by / res' continuous sheathing such as plywooding(TC)and/or drywall(BC), ty.. DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredshed where shown++ / v 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. : 6125957 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 1- ItA NI` A, design loads be applied to any component. and are for"dry condition"of use. ,0 1 4 `2-(. .** 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. ne . *Fi R y y 7.Design assumes adequate drainage is provided. C 1�1+ 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III II III IIII II I I I I IIII IIII IIII TPI/WTCA in SCSI,copies of which will be furnished upon request. git coincide with joint pate In nche. 9.Digits indicate size of plate In inches. c+ MITek USA,IDC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) .EXPIRES:12/31/2015 II Ili 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 91&BTR LOAD DURATION INCREASE = 1.15 1-2=(-65) 64 1-3=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= l2"0C. UON. LOADING BEARING MAX VERT MAX HORZ BOG 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/ 68H 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) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL 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" f f 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 p 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 system and components and cladding criteria.7 -v 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 in the plane of the truss only. O I oI.�� ►�3 -I • M-3x4 1 1, 6-00 PROVIDE FULL BEARING;Jts:1,2,3I JOB NAME : 5019-B POLYGON - BJ2 p�Qfi 6�` Scale: 0.5940 _ll/ 5, } WARNINGS: GENERAL NOTES,unless otherwise noted: CI�, 7 iso 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 9 0 P E.. 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 stabilityduring 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 4600000' Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). > r ou." �, DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ rryq /�� 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 ^+✓ SEQ. : 6125958 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. �,� oar" �. design loads be applied to any component. and are for"dry condition'of use. �.4 -�. TRANS 1 D: 413 213 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing u all supports shown.Shim or wedge if � fabrication,handling,shipment end Installation of components. Desessary. ' R R}. ` B.This design is furnished subject to the limitations set forth7.Plates assumes adequatedodrainage isprovided.runs,a. L-1�. II III I I III I I I I I I II e J by 8.Plates shall be located on both faces of truss,and placed so their center TPIANTCA in SCSI,copies of which will be furnished upon request. Digit coincideintwith joint aIn che. 9.Digits Indicate size of plate in inches. ems+ 11 MiTek USA,Ina/CompuTrus Software 7.6.6(11)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES: Zl I E ©j' II 1111 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) BB 1-3=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" 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) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.103" @ 3'- 7.2" Allowed = 0.425" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.105" @ 3'- 9.8" Allowed = 0.638" 5-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 7.50 F77 2 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting (�) system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=9.2,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. O 0 O� RN o� 1 3►� -1 M-3x4 1 1 6-00 'PROVIDE FULL BEARING;Jts:1,3,2' 90 e JOB NAME : 5019-B POLYGON - BJ3 Scale: 0.5457 ,� PN oF /0 47 WARNINGS: GENERAL NOTES,unless otherwise noted: /// /! 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 en Individual ' '920 O f E r Truss: BJ3 end Warnings before construction commences, building component.Applicability of design parameters and proper ++ f 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.AdditioneI temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at � n 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 IeNtth by rrYz r continuous sheathing such as plywooding(TC)and/or drywa8 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+ 4.No load should be appted to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '}7 OREGON </./ SEQ. : 6125959fasteners 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 \ty` A•• design loads be applied to any component. and are for"dry condition"g use. JF' 14 2.°- TRANS I D: 413 213 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes toll beefing at all supports shown.Shim or wedge if � -7 © a fabrihandling,shipment and Installation of components. 7,Design a cation, nes assumes ssumes edequete drainage is provided. C+l L1+ 8.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,end placed so their center VIII I I III III I I I II II III III TPI/WTCA In BCS',copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. A 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 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: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -76) 31 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) 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. ICOND. 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 not to exceed 19% at time of manufacture. 2 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), "' load duration factor=l.6, 0 I Truss designed for wind loads o in the plane of the truss only. jn T/- I oPM I 1� 4110--- 11 -f 0 M-3x9 6-00 1-11-11 PROVIDE FULL BEARING;Jts:1,4,2,31 JOB NAME : 5019-B POLYGON - BJ4 >�, t} PROF Scale: 0.5029 ,�� ,IN I s/0 WARNINGS: GENERAL NOTES,unless otherwise noted: G � 717 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 PE r Truss: BJ4 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 stabilty 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 byr continuous sheathing such as plywooding(rC)and/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++ It S EQ. : 6125960 4.Na load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. -y5G ,. yREGO 1,,, 10 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, A. 1. TRANS I D• 413 213 design loads be applied to any component. end are for"dry condition"of use. '. /� ,� S.CompuTrus has no control over end 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.7. 41� R}�S 6.This design is furnished subject to the limitations set forth Design assumes adequate drainage is Provided. 1. II I I I I I III I I I I II III1 by 8 Plates shall be located on both faces of truss,and placed so their center TPINYTCA In 8C51,copies of which will be furnished upon request, lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIII III 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=(-225) 208 1-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -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 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. '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 = 0.048" @ 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" 01 MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.9" 12 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 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=1.6, rn Truss designed for wind loads 0in the plane of the truss only. r- 0 kb I of t crim o f 1.- 4�� M-3x4 y y b 6-00 3-11-11 PROVIDE FULL BEARING;Jts:1,4,2,3I JOB NAME : 5019-B POLYGON - BJ5 Scale: 0.9366 ��� f�, iN 'o GENERAL NOTES,unless otherwise noted: 4<.l� V I�I 42 ti, 1. iNGS: Q' g ,SPE 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 JJJ,,���444�///} Truss: BJ5 and Warnings beim 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 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 f parr P tY 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++ 1L 4 O':' N� !. 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 SEQ. : 6125961 fasteners are complete and at no time should any loads greater than S Design assumes trusses are to be used in a noncorrosive environment, rit { A. design loads be applied to any component. and are for"dry condition"of use. T TRANS I D: 413 213 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if /� 14 Q necessary. 'V' 'R t'.�}f , fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is Provided. �l r-1 L 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 IIII I I I III II I I I I I I I I III TPIiV4TCA in SCSI,copies of which will be furnished upon request. lines coindde with joint center lines. S Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E i0.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) EXPIRES:12/31/201.5 HI III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 10.5" 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 NOTE: Design assumes moisture content does BC: 2x4 KDDF II1&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 PSF TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=21.47ft, 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 INC 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 7-11-04 7-11-04 complete specifications. 1' T 1' 12 12 I 7.50 IM-4x4 Q 7.50 3 l.0D 0 c o 5 0 M-3x4 M-3x4 l J' 1 ). 1-00 15-10-08 1-00 JOB NAME : 5019-B POLYGON - Cl ,, ,. PRp 0� Scale: 0.4353 ,J , /j1GIv/fN/E/f/.ryyp* /, WARNINGS: GENERAL NOTES,unless otherwise noted: 4,y rt'u' 7 c(�(C `�"f1 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 L- 1 " Truss: Cl 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 responsibtty 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 sheathingsuch as plywood sheathin C and/or d > R 4 DATE: 11/26/2014 the overall structure Is the responsibility of the buildingdesigner. p y her ) rywal BC). P ty 9 3.In Impact bridging or th lateral bracing required where shown++ 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON S E Q. : 6125963 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 design loads be applied to any component. and are for"dry condition"of use. / •7 2.0�.�..k.,� TRANS I D: 413 213 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes hill beefing at all supports shown.Shim or wedge If 4 1 4 fabrication,handling,shipment end Installation of components. necessary. �".R Rik- 7. `f I 'C' 7.Design assumes adequate drainage is provided. r1 bt' 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 IIII ICH I II IIIII IIIII HI 1111 III TPI/VYTCA in BCSI,copies of which will be furnished upon request lines coindde with Joint center Anes. indicate Digits 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:12/31r 01 VIII I IIII This design prepared from computer input by PACIFIC 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 #15BTR SPACED 24.0" O.C. 2-3=(-662) 202 7-5=(-166) 669 7-3=( -98) 417 WEBS: 2x4 KDDF STAND 3-4=(-661) 184 7-4=(-211) 196 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"0C. 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. '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 = -0.015" @ 7'- 11.3" Allowed = 0.748" MAX LL DEFL = -0.002" @ 16'- 10.5" Allowed = 0.100" 7-11-04 7-11-04 MAX TL CREEP DEFL = -0.003" @ 16'- 10.5" Allowed = 0.133" ' f ,' MAX BC PANEL TL DEFL = -0.040" @ 12'- 3.1" Allowed = 0.471" 4-01-06 3-09-14 3-09-14 4-01-06 MAX HORIZ. LL DEFL = 0.008" @ 15'- 5.0" T '1 T 1' 1' MAX HORIZ. TL DEFL = 0.013" @ 15'- 5.0" 12 12 ko IIM-4X9 7NOTE: Design assumes moisture content does 7.50 Q .50 not to exceed 19% at time of manufacture. 4.0" 3 + 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 11100 M-1.5x3 in the plane of the truss only. 2 0 GibIV''' t 0 f� a- 10 I ** 1 7 = 6 of o M-3x4 M-3x8 M-3x4 b / /' 7-11-04 7-11-04 1, 1, ). 15-10-08 1-00 JOB NAME : 5019-B POLYGON - C2 ,�,o PROF!fs Scale: 0.3618 \�J� IN fb k ///25//7 WARNINGS: GENERAL NOTES,unless otherwise noted: �' .92S,P E 1+" 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .. DES. BY: MJ is the responsibility of the erector.Additionalpermanent bracingof T o•c•and at 10'o.c.respectively unless braced throughout their length)y r rr . Pa ty continuous sheathing such as plywood sheathing(TC)and/or drywall C. (2• DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown* 4No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGONlh S E Q. : 6125964 fasteners are complete and at no time should any. bads greater then 5.Design assumes trusses are to be used in a non-corrosive environment, 4- v,Q TRAM S ID• 413 213 design loads be applied to any component. and are for"dry condition"of use. 6. }' 14 `p `�"' 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing et all supports shown,Shim or wedge if �I� !1 necessary. `�'-en yO- fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. en fl 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 VIII IIII IIII TPINVTCA in BCSI,copies of which will be furnished upon request git colnddeinwith joint aIn inches.nche. 0.DigitssIndicate size of tplateetolin . 7i p MiTBk USA,Ino./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 J 1E111 111 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=1-107) 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"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"OC. 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 BRG 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 KDDF ( 625) NOTE: 2x4 BRACING AT 24"0C 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 'COND. 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. 9-07-11 1-04-05 MAX TL CREEP DEFL = -0.015" @ 2'- 5.1" Allowed = 0.339" ** For hanger specs. - See approved plans MAX HORIZ. LL DEFL = 0.002" @ 5'- 10.3" 2-06-13 1-10-06 1-06-13 MAX HORIZ. TL DEFL = 0.003" @ 5'- 10.3" T T T 1 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. 4 Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Cr load duration factor=1.6, M 3x5 Truss designed for wind loads in the plane of the truss only. v o ir 1 Cu ,c, Am Cin I I� ®i£4 1 /- 1►m 5 6 **7 - M-5x10 M-1.5x3 M-6x8 M-1.5x3 2-05-01 1-10-06 1-08-09 6-00 OPt JOB NAME : 5019-B POLYGON - C GIRD '(c- � t� N7 6` Scale: 0.5126 ., 1/ � '.0 WARNINGS: GENERAL NOTES,unless otherwise noted: 'CtC `.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 T. 9 .P t.. Truss: C GIRD 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. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'0.0.and at 10'o.c.respectively unless braced throughout their length DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of ly by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). CCDATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impactbracing +-.-bridging or lateral required where shown 4.No load should be applied to any component until after all bracing and 4.Instalation of truss Is the responsibility of the respective contractor. 37 ��}}_�OREGON 40 SEQ. : 6125965fasteners are complete and at o tinon- corrosive should any loads greater than 5.Design assumes trusses are to be used In a nonorrosive environment, t.- 'if design loads be applied to any component and are for"dry condition"of use. 1 T P �Q 4.. TRANS I D: 41321 3 5.GompuTrus has no control over and assumes no responsibility for the 6,Design assumes full bearing at all supports shown.Shim or wedge If 1 O� fabrication,handling,shipment and Installation of components. necessary. /ty,[+:ri R 1 s y 7.Designlaesassumes adequate ne drainage Is truss,a S: Llw 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,end placed so their center IIIIII VIII VIII I III II I III1 I II II I(III 7PI WTCA in SCSI,copies of which wig be furnished upon request. Digs coincideintwith joint center che. 9.Digits Indicate size of plate in inches. MITek USA,Inc./GompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Weir) EXPIRES:12/31/201.5 II I III 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 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-12684) 2888 11-12=( -164) 798 11- 1=(-8862) 2018 7-17=(-1384) 6212 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"5'F 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"6'F 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"7rF 8=(-13464) 3100 17-18=(-2232) 10140 4-15=( -532) 2422 TC LATERAL SUPPORT <= 12"0C. VON. ADDL: BC UNIF LL+DL= 40.0 PLF 0'- 0.0" TO 4'- 0.0" V 8- 9=(-12318) 2782 18- 9=(-2222) 10102 15- 5=( -404) 558 BC LATERAL SUPPORT <= 12"OC. UON. 9-10=( 0) 60 16- 5=( -620) 2750 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 BRACING AT 24"OC 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. Unbalanced live loads have been considered for this design. ( 2 ) complete trusses required. Caution: Note bearing area requirements. 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" @ 8'- 10.4" Allowed = 0.987" 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 2x9 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. 9" oc in 2 row(s) throughout 2x6 webs, 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" 5-11-11 12-08-12 6-09-01 7-11-04 NOTE: Design assumes moisture content does ,9' ,9' T f not to exceed 19% at time of manufacture. 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 1' T T T '9 1' 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, M-3x4+' f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=l.6, 7.50 67.50 Truss designed for wind loads "" in the plane of the truss only. M18HS-7x14 M-3x5 M-3x,/ M18HS-5x16 3t 9 ° 5 M-4xli M18HS-7x19 M-10x10 T3 mg 8M-3X5 f 1 - - Ti ticA \t"."1 1O +A M-5x16 o Bf f- rV� �� _ - �� I I - - ,f,_ uJ� I �, O 111 r�+122 13 19 15 '9' 16 17 18 0 o M-8x10 0.25" M-3x10 M-8x10 M-1.5x3 o I M-3x8 IMSHS-9x18 M-12x14(S) y b , +1Q67#@ . l +3,533#@ , 1 1-02-081-11 2-04-05 3-04-08 3-01 3-02-12 2-04 3-01-14 .1 1, 1 20-08 1-00 JOB NAME : 5019-B POLYGON - D1 , ��t� P 6',.. Scale: 0.2015 ,° r\AGIN '�% WARNINGS: GENERAL NOTES,unless otherwise noted: v�O�/ � 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 4 1I •P1�. t' Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2.1 compression web bradng must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Addlticnel temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and 0110'o.c.respectively unless braced throughout their length by ,,,00'.'MP!„ DATE: 11/26/2019responsibilitybuilding designer. 2cx Impact sheathing such lateral braas cing esuead where s owno"drywall C). N the overallashould be a is the omof the ft 4.In bridging ors the predog required the where shown++ OREGON 4.No load be applied to any component until after all bracing and 4.Installation of truss is responsibility of the respective contractor. q A_ CO 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, G ',7 N� A., ,� design loads be applied to any component. and are for"dry condition"of use, k4 �"^^ 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 Ar fabrication,handling,shipment and Installation of components. necessary. '�l 'r..,R��4 7.Design assumes adequate drainage is provided. C t"( t� 6.This design Is furnished subject to the NMtatlons set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II I VIII I III VIII I I I III II TPIIWTCA in SCSI,copies of which will furnished upon request. lines cnd cat with jointcenter in Inches.9.Digits Indicate size of plate In Inches. MiTek USA,Inc./COfI1puTR13 Software 7.6.6(1 L)-Z 10.For basic connector plate 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 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 #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 60 2-10=(-1395) 3725 3-10=( -199) 991 8-14=(-5112) 2146 2x4 KDDF #1&BTR T1 2- 3=(-4654) 1667 10-11=(-2808) 6926 10- 4=( -966) 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) 4919 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"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 90.0 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" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ** For hanger specs. - See approved plans 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 = 0.901" @ 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 = 0.169" @ 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=l.6, Truss designed for wind loads 5-11-11 29-09-05 in the plane of the truss only. '1 1' I' 3-00-04 2-11-07 5-07-08 5-11-09 5-11-09 5-11-09 6-03-01 4 T +320# ' 4 '1 1' 1' 12 7.50 M-4x10 M-7x8(S) M-4x8 0,25' M-3x8 M-5x10 M-3x6 5 6 ,i, 7 8 9 M 1.5x3 3:4 4- A 00_0•F ••••••010 \y'N/ / -,4, o io A ,t A. 13 o 1 M-3x10 M-4x12 10 -110.25" 0.25"12 M-5x6 M-4x1214 ** M18HS-7x14(S) M18HS-7x14(5) .6 ). ) 1 ). 1, y b 5-05-14 7-07-04 7-05-08 7-05-08 7-09 y 1-00 35-09 JOB NAME : 5019-B POLYGON - El scale: 0.1780 c�� pN�(}h.��,,fi�/ 'o WARNINGS: GENERAL NOTES,unless otherwise noted: ��/ c-c- �'�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 ` S r G Truss: E 1 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. 2.Design assumes the,top and bottom chords to be laterally braced at syr. 3.Additional temporary bracing to Insure stability during construction 2•o.c.and at 10'o.c.respectively unless braced throughout their length by A, r. DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of Pe Y g g ,, �;, DATE 11/26/2014 responsibility g designer. continuous sheathing such as plywood required where shown and/or drywall(BC). the overall structure is the res onsibill of the building 3.2x impact bridging or lateral bracing where shown++ 1 SEQ. : 61259674.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. 37OREGON b 5.ads greater than Design assumes trusses are to be used in a non-corrosive I orrosive environment, , ^V fosteners are complete and at no time should any 4 ±� A, TRANS I D: 413213 design loads be applied to any component. and are for'dry condition"of use. 14 ?- 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge if P fabrication,handling,shipment and installation of components. nesr r+.R�y�t V 7.Design assumes adequate drainage is provided. 4:Wilt.‘ 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 1111111111111111111 TPINVTCA in BCSI,copies of which will furnished upon request. it coincidewith joint centerinches.9.Digits indicate size of plate in 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 III II 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 #1&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 #1&BTR 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"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2656) 659 15-16=( -52) 67 6-13=( -20B) 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 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) ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 9.0" -179/ 1488V 0/ OH 5.50" 2.38 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 = -0.159" @ 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. 3-11-07 9-00-09 5-01-01 5-03-08 5-03-08 5-03-08 5-01- 11 1-08-11 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1' 4' T T f 1 T 4 f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=l.6, Truss designed for wind loads 7.50� Z7.50 in the plane of the truss only. M-5x6(S) M 4x64 M-3x4 0.25" 6 M-3x9 M-3x5 th 9x6 7-1.5x3 r« 5E 8 :6th-4x4 f oo1io c0 d, Yi + W Y MNo 12 13 14 15 16** O M-3x5 M-3x8 M-3x4 M-3x4 M-3x4 M-4x8 M18HS-3x18(S) M-1.5x3 / ). / / / ). ). 7-07-07 6-09-02 6-07-06 6-07-06 6-09-02 1-09-07 .1 1 / 20-00 15-09 / / / 1-00 35-09 JOB NAME : 5019-B POLYGON - E2 CP NN (S'6i Scale: 0.1746 \.2 r 0 kr WARNINGS: GENERAL NOTES,unless otherwise noted: v�� l t 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual =92��P S' C L- Truss: E 2 and Warnings before construction commences. building component Applicability of design parameters and proper orf 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� DES. BY• MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by +*r�rr is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(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 O CC 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. W SEQ. : 6125968 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. Aq Q) As. design loads be applied to any component. and are for"dry condition"of use. © 1 4 2. �".,^ TRANS 1 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, necessary. t-R Rik- 6. lL= V shipment and installation of components. 7.Design assumes adequate drainage is provided. C:1"'( t 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111110111111111111111 TPIANiCA in BCSI,copies of which will be furnished upon request. git c ndicae with joint centerInches.9.Digits indicate size of plate in Inches, c+ 9 .y MiTek USA,InalCompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES.12/31/2015 11111111111111 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 81&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 81&BTR 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"OC. 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"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 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 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 9-11-11 22-00-10 3-08-11 not to exceed 19% at time of manufacture. T T T T 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 T 4 8-00 1-09 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f T , T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=l.6, 7.507. Q 7.50 Truss designed for wind loads M-5x6(S) in the plane of the truss only. M-4x6 M-4x6 M-3x4 0.25" M-3x4 M-3x5 5 6 7 8 s.40M-1.5x3 /\/ /\(Nti4x4 -./ o M-3x5 M-3x8 M-3x4 M-3x4 M-3x4 M-4x8 ** M18HS-3x18(S) M-1.5x3 .6 4, ). 4. 1, 4. 4. 7-07-07 6-09-02 6-07-06 6-07-06 6-09-02 1-04-07 .6 4' 4' 20-00 15-09 ,1 ,l 1 1-00 35-09 JOB NAME : 5019-B POLYGON - E3 Sale: 0.1746 �co, c,. Ss WARNINGS: GENERAL NOTES,unless otherwise noted: /�/ w 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual = 4 P E. r Truss• E3 and Warnings before construction commences, building component.Applicability of design parameters and proper w 2.2x4 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 ,�Yr =. DES. BY• MJ is the responsiblity of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by ° ! +A rs"^ continuous sheathing such as plywood sheathing(TC)end/or drywall C). 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. "p OREGON 44, SEQ. : 6125969 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 -1,/, \t` A. TRANS I D: 413213 design loads be applied to any component. and are for"dry condition"of use. 6. ` ;44_ 142.( �"- 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if necessary. ifri *+l R V . fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. L 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center (IIID 11111111111111111111111 I III) TPINJTCA in SCSI,copies of which will be furnished upon request. Digit coincideinictwith joint acenter Ones. 9.Digits indicate size of plate in inches. MITek USA,IOC./COR pUTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 1111 11 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 #15BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2344) 517 1- 9=(-506) 1918 9- 2=( 0) 226 12- 7=( -8) 513 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1944) 517 9-10=(-507) 1916 2-10=(-361) 184 7-13=(-1624) 405 WEBS: 2x4 KDDF STAND 3- 4=(-1561) 491 10-11=(-419) 1831 10- 3=(-131) 679 13- 8=( -109) 82 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) 906 12-13=(-248) 903 4-11=( -90) 116 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1433) 428 11- 5=( 0) 383 TOTAL LOAD = 42.0 PSF 7- 8=( -83) 93 5-12=(-852) 236 = 6-12=( -91) 469 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -196/ 1508V -159/ 2108 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 KOH ( 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' 1' T 1 (All 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=1.6, T f f T ' T 1' '' Truss designed for wind loads 12 12 in the plane of the truss only. 7.50E- M-4x6 M-3x4 M-3x4 M-4x6 Q 7.50 34 5 6 w M 7 -3x5 M-3x4 2 M-1.5x3 lD 8 + / c 0 1 O O O A. �'. 1 FM ivy y. M o *3 9 10 z51 12 13 ** M o. I -3x5 M-1.5x3 M-3x8 M-3x8 M-3x5 M-5x6(S) )' b y b ), y 6-01-03 5-06-04 8-04-09 8-04-09 7-04-07 ,1 ), 35-09 to JOB NAME : 5019-B POLYGON - E4 Scale: 0.1886 �5� tica �N ` WARNINGS: GENERAL NOTES,unless otherwise noted: ///rrr��� 5�pc- .' 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 = r E 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 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 responaiWlity of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by +/lilt. , J� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). cc DATE: 11/2 6/2 014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+c �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. 40 SEQ. : 6125970 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, ILS ' 4 0, A. design loads be applied to any component. and are for"dry condition"of use. /1 k 14 4 r�,)} 4. TRANS I D: 413 213 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V ,�+ fabrication,handling,shipment and installation of components. necessary. I '��Rl�+ 6.This deal n is furnished sub act to the pmitations set forth 7.Design assumes adequate drainage Is provided. 1+ 1111111111111111111111111111111111111 g 1 by 8.Plates shell be located on both faces of truss,and placed so their center . TPIAMfCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits indicate size of plate in inches. 10. f1 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXP RES:12131/2015 • 1E11111 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) 625 1-11=(-580) 1930 11- 2=( 0) 226 15-10=(-109) 85 BC: 2x4 KDDF #16BTR 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"OC 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=(-1629) 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 ** 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/ 2118 5.50" 2.41 KDDF ( 625) 35'- 9.0" -270/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.091" @ 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" 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 f 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 f 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' 1' 4 7 1 1' load duration factor=l.6, 12 M-4x6 M-4x6 12 Truss designed for wind loads 7.50 17" 3 M-3x4 M-3x4 Q 7.50 in the plane of the truss only. 5 6 w , M-3x5 M-3x4 ,M-1.5x3 0 t o o t 4, /. d res+. V -,c, r.,y rr r,-, 1** 11 12 "f 13 14 ** 5 -/ o M-3x5 M-1.5x3 M-3x8 0.25 M-3x8 M-3x5 M-5x6(S) b b b y y .1 6-01-03 5-06-04 8-04-09 8-04-09 7-04-07 1 35-09 l JOB NAME : 5019-B POLYGON - E5 � �(3 PRxF scale: 0.1848 CJ �Ca(N �/ 261T 4- WARNINGS: GENERAL NOTES,unless otherwise noted' tlt� v��/ 1.Builder and erection contractor should be advised of alt General Notes 1.This design is based only upon the parameters shown and is for an individual 4 . .92$i P E. {" Truss: E 5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.244 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stabi8ty 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)y r Rte, continuous sheathing such as plywood sheathing(TC)and/or drywall(eC. f 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!' SEQ. : 6125971 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. e fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 1.- v \bn A. 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 Q r 4 ��T. fabrication,handling,shipment end installation of components. necessary. A� � y�4 P 7.Design assumes adequate drainage is provided. 'vf MLA- 7. 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 111111111111111111P1/16/TCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits indicate size of plate In inches. MiTek USA,InciCompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Welt) EXPIRES;12/31/2015 IIIIIIIII 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 #1&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 #1&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=(-4B4) 1682 12- 5=( -458) 148 TC LATERAL SUPPORT <= 12"OC. 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"OC. 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 '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 = 0.073" @ 35'- 5.5" 15-11-11 8-00-10 11-08-11 NOTE: Design assumes moisture content does f f 1 f 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 Design conforms to main windforce resisting T ( ( T T system and components and cladding criteria. 12-00 M-4x6+ M-4x6+ 7-09 1 •( i 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 7 ';17.50 load duration factor=l.6, o Truss designed for wind loads M-4x6 1 M-4x6 in the plane of the truss only. 3 M-SX4 N M-6X4 $ 8 M-3x5 9 M-3x4 y +, + M-1,5x3 III 1 NIN- V o cp cp i 0 ? 0 to A. . 8 m 1** 11 12 T ),3 19 **15 I M-3x5 M- 1.5x3 M-3x8 0.25 M-3x8 M-3x5 M-5x6(S) ,1 3 3, 3, l 3' 6-01-03 5-06-04 8-04-09 8-04-09 7-04-07 1 35-09 � Scale: 0.1828 \� ,�+ (} PR04,. JOB NAME •. 5019-B POLYGON - E 6 � G,IN /t? it/25/ q WARNINGS: GENERAL NOTES,unless otherwise noted: • ± II IIII1iI 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 #1aBTR LOAD DURATION INCREASE = 1.15 1- 2=(-2344) 850 1-11=(-742) 1996 11- 2=( 0) 226 15-10=(-109) 88 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1949) 861 11-12=(-743) 1945 2-12=( -361) 158 WEBS: 2x9 KDDF STAND 3- 4=(-1588) 769 12-13=(-802) 1859 12- 3=( -226) 676 LOADING 3- 5=( 0) 0 13-14=(-745) 1676 12- 9=( -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 8- 9=(-1433) 692 8-14=( -156) 480 NOTE: 2x9 BRACING AT 24"OC 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" -938/ 1995V 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/160 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 f--1' 13-08-11 MAX HORIZ. TL DEFL = 0.073" @ 35'- 5.5" 6-11-09 11-00-02 10-00-05 7-09 NOTE: Design assumes moisture content does 6-02-15 5-06-04 5-05-14 4-00-10 5-05-14 3-09-02 3-09-02 T not to exceed 19% at time of manufacture. T T T T 1' 1' 1' f T T Design conforms to main windforce-resisting 12-00 7_09 system and components and cladding criteria. T T 5 6 T T Wind: 140 mph, h=24.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.50 Q 7.50 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-4x61. M 4x9 M 3x9 I`e-4x6 M-3x5(5) iriLry 1111111011P.9M-3x5 M-3x4 z M-1.5x3 0 o _ o •-1** 11 12 ;3 14 **15 M o M- 3x5 M-1.5x3 M-3x8 0.25' M-3x8 M-3x5 M-5x6(5) 6-01-03 5-06-04 8-04-09 8-04-09 7-04-07 b y 35-09 JOB NAME : 5019-B POLYGON - E7 Scale: 0.1691 ��� PR o Cssf Il/z5/ WARNINGS: GENERAL NOTES,unless otherwise noted: 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 CC .920,0 P t-C. Truss: E7 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+• Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 2'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++ f SEQ. : 6125973 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 � fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used In a non-corrosive environment, i.- 'y .4.,, design loads be applied fo any component. and are for"dry condition"of use. l'.... -7}j 20 �.,-, TRANS I D: 413213 5.CompuT us has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If L/ 14 fabrication,handling, necessary. / ny shipment and Installation of components. 7.Design assumes adequate drainage is provided. rl G 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 1111111111111111011111 TPI/WTCA in BCSI,copies of which will be furnished upon request. Ones with joint center ache 9.Digits indicate size of plate in Inches. MiTBk USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES: 2/ 1i d1 VIII I III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2278) 499 1- 8=(-447) 2006 2- 8=(-303) 246 6-11=(-1611) 404 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=1-2046) 506 8- 9=1-295) 1618 8- 3=( -65) 577 11- 7=( -54) 55 WEBS: 2x9 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) 226 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 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans 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 PSF. 'COND. 2: Design checked for net(-5 psi) 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 Tf 1 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 f 1' T .( T T 1 Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 7.50 M-4x6 Q 7.50 9 0" Wind: 140 mph, h=25.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 .6( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 111P load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-5x6(5) 0.25" M-3x4 3 5 V0. M-1.5x3 6M-4x4 z ,41/ M-1,5x3 7 o o co o 4.1 i... J .7 rn of **`1M-3x5 M-3x4 0.25'9 M-3x4 M-3x411** M-5x8(S) b ,l b b y 10-02-10 9-09-06 9-09-06 5-11-10 ,1 _. ) 35-09 JOB NAME : 5019-B POLYGON - E8 ,` ,� `„, PRdFF A. Scale: 0.1636 '. 1� 825 j r i'0WARNINGS: GENERAL NOTES,unless otherwise noted: T.920,(PE 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 Truss: E8 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 DES• BY• MJ is the responsibility of the erector.Additionalpermanent bract of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by po ty n9 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 �t • 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. '�•F 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� TRANS ID: 413 213 design loads be applied to any component. and are for"dry condition"of use. �} J 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 fa. fabrication,handling, b. necessary. /1g -ty R}f \„ V shipment and installation of components. 7,Design assumes adequate drainage Is provided. R"1 4. 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'll' I I I I III I II II II IIII III 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. CC MiTek USA,InC./COmpUTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Wok) EXPIRES:12/31/2015 II III III \ 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 410BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-4068) 888 1-5=1-764) 3262 5-2=( -380) 1796 4-7=(-2324) 532 BC: 2x6 KDDF 415BTR 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 PSF 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"0C. UON. BC UNIF LL( 421.9)+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"0C 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 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Join together 2 ply with 3"x.131 DIA GUN nails staggered at: MAX LL DEFL = -0.019" @ 3'- 1.0" Allowed = 0.404" MAX TL CREEP DEFL = -0.038" @ 3'- 1.0" Allowed = 0.539" 9" oc in 1 rows) 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 rows) throughout 2x9 webs. MAX HORIZ. TL DEFL = 0.007" @ 8'- 10.3" 5-11-11 3-00-05 NOTE: Design assumes moisture content does f 1' 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 ' 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), s =IM-4X4 hanger secs. - See a roved lans 4 load duration factor=l.6, ** For P PP P -v Truss designed for wind loads iiiell� in the plane of the truss only. IP- ell M-3x5 2 o Iiii1111116, rn 1 0 en 0 Ci2 II 1 /- Im-minggi, lii lipidd 7' 14= 5 6 7 ** M-5x10 M-3x6 M-6x8 M-3x8 l ,1 b b 3-01-01 2-06-06 3-04-09 9-00 JOB NAME : 5019-B POLYGON - E GIRD � g to PRop,:s .o. 0.4119 `, {� 1el7Nr`fi(�y `S,' WARNINGS: GENERAL NOTES,unless otherwise noted: /!I(n 7j17 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 4k' ;920110PE 1- TrusSTruss : E GIRD 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. ,r 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• MJ s the responsibilityof the erector.Additional permanent of 2'o.c.and at 10'on.respectively unless braced throughout their length by , d', rr bracing continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -SII . 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 end 4.Installation of truss is the responsibility of the respective contractor. /if S E Q. : 6125975 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` "PT,�y �>\�'' A, design loads be applied to any component and are for"dry condition"of use. 14 2, 4 TRANS I D: 413 213 5.CompuTrus has no control over and assumes no responsibility for 8.Design assumes full bearing at all supports shown.Shim or wedge If cessary. fabrication,handling,shipment and Installation of components. DesignDeass R R y i 7. laesassumes adequateed drainagecisprovided.tru , 1.. 6.This design is furnished subject to the limitation set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II 111 111 III I III 11111 III1 III TPIMlTCA 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(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 1-- 111111111111 IIIIIIIIIIIIII 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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-166) 151 3-9=( -76) 30 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" -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 KDDF ( 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. 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/290, 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 = 0.059" @ 2'- 9.3" Allowed = 0.927" 12 5. MAX TC PANEL TL DEFL = -0,056" @ 2'- 11.9" Allowed = 0.691" 7.50 G7MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 3 MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.2" NOTE: Design assumes moisture content does '(g( not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. I Wind: 190 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=l.6, Truss designed for wind loads in the plane of the truss only. 0 .41 o I -f I �� 5�� 0 M-3x4 b b y y 1-00 6-00 1-10-15 PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : 5019-B POLYGON - EJ3 ,0(, PRoits Scale: 0.5079 5 'c7//2SI ��� WARNINGS: GENERAL NOTES,unless otherwise noted: 7 t- t17 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`$r-pc. Truss: EJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper41400P/ij 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.and at 10'o.c.respectively unless braced throughout their length by r is the responsibility of the erector.Additional permanent bracing of ggs•- continuous sheathing such as plywood in ere and/or drywall(BC). 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++ 4/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. c. v✓' SEQ. : 6125976 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, Gi � u. design loads be applied to any component. and are for"dry condition"of use. 1 4 Q t�-,,1- TRAN S 1]�: 413 213 5.CompuT us 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. �` V k. 7.Plates assumes adequate drainage Istrus,provided. C 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 III III'ILII III VIII IIII(IIII III IIII TPI/WTCA in SCSI,copies of which will be furnished upon request. tines coincide with joint center ices. 9.Digits Indicate size of plate in Inches. 10. c+ n t MITek USA,InC./CORIpUTrus Software 7.6.6(1 L)-E For basis connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 ILII IIII This 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 #160TR 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"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/ 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. '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" I( 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. 0 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), t load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 r c 0 0 M-3x4 b .6 .6 y 1-00 6-00 3-10-15 (PROVIDE FULL BEARING;Jts:2,5,3,4f JOB NAME : 5019-B POLYGON - EJ4 -e' RRA'" 6', Scale: 0.4522 r ///Z5/ 4.,WARNINGS: GENERAL NOTES,unless otherwise noted: G 19' -. 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 QZ '92 0 0 P CC L Truss: EJ4 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 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.end at to'o.c.respectivelyunless braced throughout their length by ,,y� 14 IS the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .,�"" rz'" ' DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2u 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. �Af OREGON S E Q. : 612 5 9 7 7fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 4.. 'D/ I t(W design loads be applied to any component. end are far"dry condition"of use. ///.�,, Q TRANS I D: 413 213 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If V 14 �to, fabrication,handling,shipment and installation of components. Design ass "RMS.. yle . ` 7.Design assumes adequate drainage is provided. L 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII II II VIII II I III II III 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(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:1Z, 1/201 NW 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 #13BTR SPACED 24.0" O.C. 2-3=(-223) 208 3-4=1 -90) 40 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" 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. '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/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" �� MAX LL DEFL = 0.000" @ 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. N Design conforms to main windforce-resisting �� o 1 system and components and cladding criteria. rn I Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, `r, (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. o/- I 5►� -f M-3x4 1, y 1, ), 1-00 6-00 4-02-12 PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : 5019-B POLYGON - EJ5Scale: 0.4476 N�� N IN s/0 gsIPTY -I- WARNINGS: 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 �' .P E r Truss• EJ5 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 responsibtty of the building designer. 3.Additional temporary bradng to Insure stabifty 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 bract of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Po b P n9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 11t `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++ OREGON J 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. lh 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, N.TRANS ID: 413 213 design loads be applied to any component. and are far"dry condition"of use. ���} �r 14, C) • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge IfO. necessary. ``R n t..\- 6. V fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. "•.f'1 R`L� 6.This design is furnished subject to the limitations set forth by H.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111 TPI/W1-CA in BCSI,copies of which will be furnished upon request git coincide with joint aIn inches.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-1966(Welt) EXPIRES:12/31/2015 IIIIIIIIIIIIu 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 4163TR Ti 2- 3=( -9520) 3430 12-13=(-2676) 7082 3-13=(-1056) 428 8-18=(-1088) 664 BC: 2x6 KDDF 810BTR 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 #16BTR A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0"3/- 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"OF 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"71- 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/ 1358 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. 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" 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 ' f f 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. T T T T 4 1' T 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 1' +320# T 1' T T T T 1 Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.50[27 M-7x8(S) load duration factor=l.6, Truss designed for wind loads M-5x64 M-4x8 M-ix5 M-p4 0825" M- x5 M-1310 M-11.85x3 in the plane of the truss only. , YY -/ M-3x6 - o rn o M-3x8 ��_� A "Ni- o d. 1 12 13 1 r 16 - �e C. -ice IM-6x8 M-3xb c' s 7 18 1 0 ** o M-3x10 o M-1.5x3 M-1/ x18 0.25" M-39x5 M-3xle WEDGE WITH 2)M-1.5x3 TYP. M-7x10 M-7x8(5) - 3.75 12 /, l b 1 1 y l b 2-05-08 4-05-11 5-01-09 7-05-09 3-00-06 4-02-03 7-07 7-08-12 1, 1' 1' / 2-05-08 11-06-08 28-00 / / y 1-00 92-00 Scale: 0.1200 IPRpF �"iv � JOB NAME : 5019-B POLYGON - F1 GiN �c ci WARNINGS: GENERAL NOTES,unless otherwise noted: ��(G 44, 1.Builder and erection contractor should be advised of all General Notes 1.TNs design is based only upon the parameters shown end Is for an individual ±•I r E Truss• Fl 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 riming construction 2.Design assumes the top and bottom chorda 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 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,/•rn119 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 4No 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. : 6125980 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, '�qi \t'TRANS ID: 413 213 design loads 6e applied to any component. and are for"dry conditionof use. �" 1 `�0 ^4 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 ,4�. necessary. 't'''R ry'i \.,.. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. RPMl - 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 11111111111 III I I II IIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. Digs coincide with joint acenter nche. 9.Digits Indicate size of plate In Inches. r L�+ 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:12/311201 5 f 111 IIIIIIII 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=1 -4620) 837 1-12=( -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=( -495) 3543 12- 3=( -177) 435 17- 9=1-6885) 1644 BC: 2x6 KDDF #1&BTR; 3- 4=1 -3915) 840 13-14=( -528) 3915 3-13=1 -534) 423 9-18=(-2034) 8907 2x10 KDDF #1&BTR B3 LOADING 4- 5=( -3252) 753 14-15=) -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=(-1911) 9624 14- 5=( 0) 288 TOTAL LOAD = 42.0 PSF 7- 8=) -8313) 1764 17-18=(-3174) 14925 5-15=( -318) 879 TC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(-11706) 2505 18-10=(-3420) 16002 6-15=( -441) 2280 BC LATERAL SUPPORT <= 12"01. 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=( 0) 60 7-16=( -882) 4188 16- 8=(-4674) 1101 NOTE: 2x4 BRACING AT 24"OC 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: 9" oc in 1 row(s) throughout 2x4 top chords, [COND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing.) III 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, MAX TL CREEP DEFL = -0.313" @ 35'- 10.1" Allowed = 3.022" YVY9" oc in 1 row(s) throughout 2x4 webs, MAX LL DEFL = -0.000" @ 47'- 3.0" Allowed = 0.100" AAA 9" oc in 3 row(s) throughout 2x10 webs. MAX TL CREEP DEFL = -0.000" @ 47'- 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 f f T T 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. 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 Q 7.50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 5 6 load duration factor-1.6, M-5x6(S) T3.« 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. +r + 0.25" M-1.5x3 47 84. + + M-4x12 /,,,,:n M-4x10 ,..0 \ o o p o o :.°M-3x9 12 14 15 'f h6 17 18 BS ."'N1 0 /o M-3x4 M-3x4 ?.25" M-1.5x3 M-3x8 0.25 M-4x6 M-5x16 0 M-7x8(S) M-12x14(S) 10493#** Y Y Y Y Y Y Y Y 8-11 8-00-14 6-01-10 6-01-10 6-06-15 3-02-093-00-13 4-01-08 Y Y Y 46-03 1-00 JOB NAME : 5019-B POLYGON - F1 GIRD � � a 1N o Fs4, Scale: 0.1379 t..":2, r � Q WARNINGS: GENERAL NOTES,unless otherwise noted: f. v r 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an individual Rru .PE 1' T ru s S" Fl GIRD end 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 responsibmty 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 ,fir DES. BY• MJ Is the responsibility of fhe erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by d4Aaa"11 continuous sheathing such as plywood where and/or drywall(BC). ",. �y., DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2n Impact bridging or lateral bradng required where shown++ i 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. '}r �rs EGUN �(/ SEQ. : 6125981 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✓f '17 �. design loads be applied to any component. end are for"dry condition"of use. }'' 14 2 "� TRANS I D: 413 213 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge If �� fabrication,handling,shipment and Installation of components. necessary. I�t:*yy R 101 4' 7.Design assumes adequate drainage Is provided. C r'i 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 111111111111111111 TPINYTCA In SCSI,copies of which will furnished upon request, Digit coincidewith joint tecenterin Ines. 9.Digits indicate size of plate in Inches. MITek USA,lrIC./COrI1pUTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 ILII I III 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 RODE #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"OC. DON. 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"0C 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 KOH ( 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 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.002" @ -i'- 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. 7-11-11 12-07-11 19-07-10 1-091 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, -07=0 k,2 11-02f 6-00-05 5-01-04 T 7-03-13 7-03-13 6-06-07 1 08-11 (Ali Heights), Enclosed, Cat.2' Exp.B, MWFRS(Dir), load 2-05-05 Truss ddesigned uration ffor owind 6loads 12 in the plane of the truss only. M-5x6(S) Q 7.50 M-4x6 M-4x6 12 s ::M-4x4 M-3x4 M-3x8 M-3x8 7.50 e 7 OF 8 9 �M-7x8 M-3x9 4 tl� _. M-1,5x3 + ' o 3/ B rol M 3x8 co o I o c z 13 is -� - :fir i,' M-5x10 M-3x10 � 14 16 ,1 M-18 3x5 �M-8x820 ** 0 ,4,M-1.5x3 M18HS 3x18 0.251 - 13.75 M-5x10 M-5x6(S) M-1.5x3 12 WEDGE WITH 2)M-1.5x3 TYP. J' J, b y .1 J, ), b l 2-05-08 5-00-06 6-07-14 y 5-01-04 7-02-01 7-00-05 7-03-13 1-02-14 b ,1 2-05-08 11-06-08 28-00 1-00 42-00 y JOB NAME : 5019-B POLYGON - F2 PROF Scale: 0.1402 •03 Ca(N� /02(9/o WARNINGS: GENERAL NOTES,unless otherwise noted a...f l�1 7 1 lr 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 6 P E mac" T rus S: F2 and Warnings before construction commences. - building component.Applicability of design parameters and proper 2.2.4 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 `WIP 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 continuous sheathing such as plywood + ing(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. '37 OREGON 4./SEQ. : 6125982 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. 4/ Nih A's TRANS ID' 413 213 design loads be applied to any component. and are for"dry condition"of use. '1,2 q '4/ 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 [,f 14 V� fabrication,handling,shipment and installation of components. necessary. q.� n R}s ` P- 6.This design is furnished subject to the!irritations set forth7.Design assumes adequate drainage is provided. ,�f ('1 l»L« 1�1E��1111�11�1111�1���1�1�1��1��111�1111 byr 6.plates coincidee withjoin on both faces of truss,and placed so their center TPIANTCA in BCSi,copies of which wig be furnished upon request. foes joint center lines. 9 its MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z ate In Inches. 10.For basic basicicate size connectorplf ate design values see ESR-1311,ESR-1986(MITek) EXPIRES.12/31/2015 11 I IIIIII) 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=1-3911) 1774 13-15=(-1565) 3953 4-13=( -264) 326 18- 9=( -143) 889 WEBS: 2x9 KDDF STAND; LOADING 4- 5=(-3016) 1226 14-16=( -64) 165 13- 5=( -409) 1200 9-19=(-2522) 958 2x4 KDDF 41&BTR A; LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-2542) 1097 16-17=1-1368) 3664 13- 6=(-1663) 541 10-19=( -83) 283 2x6 KDDF 112 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- B=(-3870) 1424 18-19=(-1023) 2490 14-15=( 0) 72 11-20=1-1802) 843 TC LATERAL SUPPORT <= 12"0C. UON. 8- 9=1-2546) 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 BOG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED 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" 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 -07-09 07=01 6-04-06 5-01-04. T 7-03-13 7-03-13 6 10-09 1-04-�10 system and components and cladding criteria. T 2-05-0A f f f f f 'f '( 1-09 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ( T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8-00 1-11-11 1-11-11 12 load duration factor=1.6, T 1 1' T 4' Q 7.50 Truss designed for wind loads M-Sx6(S) in the plane of the truss only. M-9x6 12 M-9x65 .7.:14-4x4 4 M-3x4 M-36x8 M-93x8 g M-7x8 7.50 * CU 1 M 3x9 di M-1.5x3 3 B CDca I .o A5X10M3XT 13 14 16 to.M-1.5x3 M18HS-3x18 0.25�� M-3x5 -M-8x8 o d 3.75 WEDGE WITH 2)M-1.5x3 TYP. M-5x10 M-5x6(S) M-1.5x3 12 2-05=08 5-00-06 6-07-19 y 5-01-09 7-02-01 7-00-05 7-03-13 1-02-19 2-05-08 11-06-08 28-00 y I )' 1-00 92-00 X3,.,0 PRQFe JOB NAME : 5019-B POLYGON - F3 5 NZ$ Scale: 0.1527 w `�NZ$ C 0 1' WARNINGS: GENERAL NOTES,unless otherwise noted: ' .920,P L .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 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 et 0/ - DES. BY• MJ Is the res nsibility of the erector.Addltlonel permeneM breci of 2'o.c.and al 10'o.c,respectively unless braced throughout their le th by rhe,- po n9 continuous sheathing such as plywood sheathing(TC)and/or drywaiC). DATE: 11/26/2014 the overall structure to 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. ix �. 44, SEQ. : 6125983 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non corrosNa environment, X11, 41 cv -k design loads be applied to any component. Design gra for"dry condition"of use. a 1 4 t,. TRANS I D: 413 213 5.CompuTrus has no control over and assumes no responsibility for the 8.and are assumes onfulbearing u all supports shown.Shim or wedge If fabrication,handling,shipment and Installation of components. 7.Design sumes adequate drainage is provided. R R 1 0 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed an their center I III II II II VIII I II I I VIII VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincidewith joint In lines. 9.Digitssindicate size of tplate eto inches.e. MITek USA,IAC./COmpuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1985(MITek) EXPIRES:12/31/2015 11 I I 1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 92'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-13=(-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=( -845) 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"0C. 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"0C. 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: 2x9 BRACING AT 24"OC 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 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -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" 11-11-11 NOTE: Design assumes moisture content does 22-03-10 7-08-11 not to exceed 19% at time of manufacture. 2-09 9-06-02 9-08-09 2 00-05 5-01-04 5-03-19 5-00-06 9-09-19 3-11-09 3-09-02 Design conforms to main windforce-resisting ' 1' '1 T '1 1' 1' 1' 1' '1 1' system and components and cladding criteria. 12 12 7.5017.7' M-9 M Sx6(S) M-4x6 -c:17.50 x65 M-3x4 M-3x9 0 25" M 3x9Wind: 140 mph, h=22.9ft, TCDL=4.2,BC DL=6.0, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), G 6 _7_ 9, ,.y. load duration factor=l.6, Truss designed for wind loads M-3x9 M-3x6 in the plane of the truss only. ", 1 0 M-1.5x3 M-3x6 + 3 0 M 3x8 \IVI ' ' 14 15r 179. ocar of M-5" M-3x9 M-3x89" 16 18 9 M 20 -M-9x921++ -M 0 o M 1.5x3 M-6x8 0.251 a 3.75 M-5x8 M-5x6(S) 12 WEDGE WITH 2)M-1.5x3 TYP. 2-05-08 9-06-02 4-07-14 2-06-05 5-01-04 7-08-09 7-08-04 7-04-07 y y 2-05-08 11-06-08 28-00 1-00 92-00 JOB NAME : 5019-B POLYGON - F4 �� '� Scale: 0.1469 '`�J� r; /G(2NC C./ WARNINGS: GENERAL NOTES,unless otherwise noted: {Cr w I'/G7/E -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 '' s_929i0 E E. t' 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 responsibilty of the building designer. „ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at +' DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ' is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or drywall(8C). . DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ) � lt S E Q. : 612 5 9 8 4 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\t" 4II fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. //) '� TRANS I D: 413 213 6,Design assumes full bearing at all supports shown.Shim or wedge if V 7 , 5.CompuTrus has no control over and assumes no responsibility for the necessary. R1110- 6.fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. M /l Fi 1 0. 6.This design is furnished subject to the Anitahons set forth by 8.Plates shall be located on both faces of truss,and placed so their center IN 1101 I II I IIII VIII IIII IIII TPIMITCA in BCSI,copies of which will be furnished upon request. MiTek USA,IDG/CompuTfus Software 7.6.6(1 L)-E lines coincidewith joint center Anes. 9.Digits indicate size of plate In inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 111111111 IIA II VIII This design prepared from computer input by 1 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 81&BTR SPACED 24.0" O.C. 2- 3=(-4490) 2009 15-16=(-1593) 3282 3-16=(-768) 450 12-22=1 -241) 614 WEBS: 2x9 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 Lb) 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"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2140) 1162 20-21=( -937) 2417 17- 7=(-755) 324 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-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- B=(-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=1-232) 248 LIVE LOAD AT LOCATION(S) 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) '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" 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" 2-09f 4-06-02 5=03-19 -09-1 f3-09-02f MAX HORIZ. TL DEFL = 0.173" @ 41'- 8.5" T T T q 0-00-05 T T T T 4 4 12-00 es f 7-09 NOTE: Design assumes . not toexceed19% at timete of manufactcontent ure. 12 M-5x6(S) 12 Design conforms to main windforce-resisting 7.50 6 M-3x4 11 'q7.50 system and components and cladding criteria. M-4x6, 7 3x9 0.25" M 3x9 M-4x6 7 y 9 10 2 Wind: 140 mph, h=23.5ft, TCDL=4.2,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. + A+ . + M-1.5x3 M-3x6 4 -'ot o M-3x8 _1 A ot 15 6 T- 19 - ♦+ ri II M-5x8 M 3x9 M 3x61 o M-8 5x3 M-26x8 0.2� M-2x8 ._7M-4x4 2 o WEDGE WITH 2)M-1.5x3 TYP. M-5x8 a 3.75 M-5x6(S) 12 b b ,1 b b b 3 3' b 2-05-084-06-02 4-07-14 2-06-05 5-01-04 7-08-04 7-08-04 7-04-07 y J, y 05-08 11-06-08 28-00 y 1-00 42-00 ���,�,Q P R Q�Pyt�'tS JOB NAME : 5019-B POLYGON - F5 Sale, 0.1264 I- //// " j{,�7,�� A" WARNINGS: GENERAL NOTES,unless otherwise noted: I�/ n�f "A'•Tr 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 921 Q r E Truss: F5 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 et DES. BY• MJ is the res nstb li of the erector.Add tional rmenent bract of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by „.meq po ty Pe n9 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. 3.2x Impact bridging or lateral bracing required where shown++ L QREGON� 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. b. S E Q. : 612 5 98 5 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, y ,+ TRANS ID: 4 13213 design leads be applied to any component. and are for"dry condition"of use. d t • 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 '7f^' c necessary. �` f.:f` 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 shell be located on both faces of truss,and placed so their center IIIIII III I III I II I IIII VIII IIII IIII 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. c+ MITek USA,InC./CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITch) EXP) EXPIRES: • • ii IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 92'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDE #16BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 60 2-15=(-1929) 3685 15- 3=( -552) 1176 10-22=(-1130) 582 BC: 2x4 KDDE #15BTR SPACED 29.0" O.C. 2- 3=)-9990) 2234 15-16=(-1732) 3286 3-16=) -771) 487 12-22=) -280) 616 WEBS: 2x4 [DDE STAND; 3- 4=)-3059) 1593 16-17=(-1272) 2532 16- 4=( -50) 313 22-13=( -190) 625 2x9 KDDE STUD A LOADING 9- 5=(-2602) 1957 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=( -95) 92 17- 5=( -599) 1120 23-14=( -110) 126 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( 0) 0 20-21=(-1103) 2917 17- 6=( -755) 478 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 8=)-2397) 1497 21-22=) -982) 2080 6-19=) -99) 522 8- 9=(-2978) 1398 22-23=) -580) 1080 18-19=( 0) 79 LL = 25 PSF Ground Snow (Pg) 9-10=(-2275) 1274 19- 8=( -287) 79 NOTE: 2x4 BRACING AT 24"OC UON. FOR10-12=)-1422) 912 19-20=(-1125) 2912 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=1 -89) 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) 689 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" -912/ 1888V -166/ 229H 5.50" 3.02 [(DM" ( 625) * For hanger specs. - See approved plans 92'- 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 = -0.379" @ 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 1 109-'63 1 5-03-14 1 1- 0106 13-09-021 1 MAX HORIZ. LL DEFL = -0.128" @ 91'- 8.5" MAX HORIZ. TL DEFL = 0.173" @ 41'- 8.5" 12-00 7-09 NOTE: Design assumes moisture content does 1 M-4x6+ M-4x6+ 1 1 not to exceed 19% at time of manufacture. 12 7 $ M-5x6(S) 11 12 Design conforms to main windforce-resisting 7.50 V. M-3x4 Q 7.50 system and components and cladding criteria. M-4x6 M-3x4M-3x4 M-4x6 5 6 8 $ 0925" 10 2 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3'.. _ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x5(S) load duration factor=l.6, M-3x4 4-3x6 Truss designed for wind loads 4 •' in the plane of the truss only. + + M-1.5x3 M 3x6 + 4 3 0 o M-3x8 :�� o A. of 1 '/ M-5x8 M-15 3x4 r---- 17 19 0 zzz 23** �" 1 bi-3x8 M- .5x3 M-26x8 0.2? M-.ix8 =M-4x4 WEDGE WITH 2)M-1.5x3 TYP. M-5x8 . 3.75 M-9x6(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 /, 3. b 3' 2-05-08 11-06-08 28-00 yy 3. 1-00 42-00 440 JOB NAME : 5019-B POLYGON - F6 Sale: 0.1229 ,�� �N F % WARNINGS: GENERAL NOTES,unless otherwise noted: /4/1/26/ �,,. "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 individuale . 7921.PE Truss: F6 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bradng must be Installed where shown+, incorporation of component Is the responsibility of the building designer. "A 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,rw DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 7pwa^ Is the responsibility of the erector.Additional permanent bracing of (e ) ,,,++"'�* -. continuous ps sheanginr suchasplywood uiredhwgerCs own*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++ r1 �� 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_OREGON 4/ SEQ. : 6125986 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 4- 41A. +t design loads be applied to any component. and are for"dry condition"of use. /r2. •�- 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 It V1 �{Y ng,shipment and Installation of components. fabrication,handling, necessary. / 1 7,Design assumes adequate drainage is provided. L 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II I I I III I I I III IITPI1VdTCA 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-131l,ESR-1998(MITek) EXPIRES: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 #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-15=(-2112) 3701 15- 3=( -608) 1181 11-22=(-1130) 759 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4490) 2456 15-16=(-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"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( 0) 0 20-21=(-1308) 2417 17- 6=( -755) 624 BC LATERAL SUPPORT <= 12"OC. 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"0C 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=( -232) 341 LIVE LOAD AT LOCATION(S) 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/ 188BV -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) 'COND. 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 10-01-14 f( 6-05-07 9-09-14 7-09 MAX TLMAX CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.1333" 3" 4-06-02 '' 2-02-13 1-01-09 f3-10-03 5-00-06 3-09-02' MAX LL DEFL = 0.261" @ 19'- 1.3" Allowed = 2.054" MAX TL CREEP DEFL = -0.374" @ 19'- 1.3" Allowed = 2.739" 2-09f f 4-06-02 T f3-11-11" 5-03-14 T 1-112102 f3-09-02f T ,( ,f ,f 1' T . T -.j ,f--( .( '( MAX HORIZ. LL DEFL = -0.140" @ 41'- 8.5" 12-00 7-09 MAX HORIZ. TL DEFL = 0.173" @ 41'- 8.5" 1' '( 1' '( NOTE: Design assumes moisture content does 12 7 10 12 not to exceed 19% at time of manufacture. 7.50 7.50 p M-3x4 M-5x6(S) Design conforms to main windforce-resisting system and components and cladding criteria. M 4x65 6 M-33x4 0925" M-3x4 11 111 M-4X6 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) load duration factor=l.6, M-3x41-3x6 Truss designed for wind loads ,. in the plane of the truss only. + M-1.5x3 M-3x63 /+ 4 �o `� M-3x8 o o o is M- ..„. 17 19 e 23** to �/ M-5x8 o M-3x8M-i.5x3 M-62o x8 0.0' M-3x8 7_M-4x4 WEDGE WITH 2)M-1.5x3 TYP. M-5x8 ..,:13.75 M-5x6(5) 12 k 05-084-06-02 4-07-142-06-05 5-01-04 7-08-04 7-08-04 7-04-07 l 2-05-08 11-06-08 28-00 ll l 1-00 42-00 440 PROF JOB NAME : 5019-B POLYGON - F7 5�,.-‘.,,GINE„,,,,`psi Scale: 0.1229 �C` 11z5Q" WARNINGS: GENERAL NOTES,unless otherwise noted: �. . PE 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: F7 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.204 compression web bracing must be Installed where shown+, incorporation of component is the responslbiAty of the building designer. , 3.Additional temporary bracing to Insure stability during construction 2.Deslgn 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.end at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywelt(eC). C. DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown 0* OREGON /,� " 4.No load should be applied to any component until after all bredng and 4.Installation of truss is the responsibility of the respective contractor. tk tet/ S E Q. : 612 5 987 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used Inc non-corrosive environment, 1- -if N `+A. design loads be applied to any component. and are for"dry condition"of use. O 1 4 2 T TRANS I D: 413 213 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full beating at all supports shown.Shim or wedge If fabrication,handling,shipment and installation of components. necessary. f�Fl i 7.Design assumes adequate drainage Is provided. f'1 f-1`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 VIII'II II VIII VIII VIII III III II II TPIMlTCA In BCSI,copies of which v411 be furnished upon request. gitindicate with jointcenter che. 9.Digits coincide 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:12131/2015 III III 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 410TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-11=(-1006) 2437 3-11=(-245) 310 10-15=(-1710) 837 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 2- 3=(-2806) 1099 11-12=( -802) 2131 11- 4=(-137) 465 WEBS: 2x4 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=1-338) 757 TC LATERAL SUPPORT <= 12"0C. UON. 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"0C. 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"0C 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=(-589) 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 3-01-08L 6-08-08 7-02-12 Design conforms to main windforce-resisting 1-09-1'3 system and components and cladding criteria. M-3x4+ 14-02 M-3x4+ 7 T T Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 M-3x4 M 4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.50 5 6 �` 6 Q 7.50 load duration factor=1.6, o Truss designed for wind loads M-5x6(S) in the plane of the truss only. 0.25"0•07 M-3x4 M-1.5x3 3 + / M-3x6 0 0 I O O I 11 kil T "( ;� 14 A** ern 15 i M-3x6 M-3x4 .25" 0.25 -M-4x4 M-1.5x3 M-5x8(S) M-5x8(S) 1 l l l l l l l 9-03-11 8-08-12 10-02-02 6-10-04 6-11-04 l 1-00 42-00 JOB NAME : 5019-B POLYGON - F8 sale: 0.1399 ,C<' t ryp+� o}jFuteQ`�'s WARNINGS: GENERAL NOTES,unless otherwise noted: <9.5) /�/r"'�+/! 1")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 4' a 92111PE ¶'- T rus s: F8 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.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 DATE: 11/26/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood required ing(TC)and/or drywall(9C). P ty 9 3.2x Impact bridging or lateral bracing where shown++ it 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 6125988fasteners are complete and at no time should any bads greater then 5.Design assumes trusses are to be used in a non-corrosive environment, 4.9 .9 OREGON JS design loads be applied to any component. end are for"dry condition"of use. / ',r 2. �-1. 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 '0 14 f necessa fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. `' y`j,,.. 8.This design is famished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center II I I I I I III III 111111 IID IIII IIII TPI/WTCA in BCSI,copies of which will be famished upon request. Imes cdndde with Joint center lines 9.Digits indicate size of plate in inches. ri MiTek USA,InC./CompuTfuS Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/3112815 IIII II III 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 2-13=(-1343) 2636 3-13=( -123) 200 BC: 2x4 KDDF #10BTR 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"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( 0) 0 16-11=(-1078) 2439 14- 7=(-1254) 1974 BC LATERAL SUPPORT <= 12"0C. 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"0C 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/ 3188 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" -r--f 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" ff f MAX TL CREEP DEFL = -0.544" @ 15'- 8.4" Allowed = 3.022" 6-04-13 9-06-14 10-03-05 6-08-02 13-03-14 MAX LL DEFL = -0.002" @ 47'- 3.0" Allowed = 0.100" 5-01-03 �4-08 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" T .( 1' TT 1' 1 T T 1' 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 P7 7.50 V4.0„ Q 7.50 8 Design conforms to main windforce-resisting Ns system and components and cladding criteria. M-4x6 3. 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. x 5 +1 M-3x5(5) ''` M-1,5x3 M-1.5x3 ...NN 3 + o '3'( 14 '"1,9 16 ��2 o l M-3x8 0.25" M-5x6 0.25" M-3x4 M-3x8 l 0 0 M-5x8(S) M-5x8(S) J, y .1 J, J' b 9-07-07 6-00-15 10-06-10 9-06-05 10-05-11 J, J, lb 1-00 46-03 1-00 ���p PRprE�s JOB NAME : 5019-B POLYGON - F9 Scale: • 0.1211 \5� (N 'o lzsIT 1-1, WARNINGS: GENERAL NOTES,unless otherwise noted: �� /� 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 CC. 792SSPE { Truss: F9 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 budding designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chards to be lateraly braced at r✓ . DES. BY• MJ s the res nsibili at the erector.Add tional a manent b adn of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 'r po ty P 9 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++ OREGON I rs N /," 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. "7 nth SEQ. : 6125989 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, , A. h 2 A TRANS I D 413 213 design loads be applied to any component. and gra for"dry condition"of use. 1 4 S' • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If f)., necessary. SIRF1 it \- V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. rl 1-1.11. 6.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both feces of truss,and placed so their center IIIIII I I 11110111111111111111111 TPIM?CA in BCSI,copies of which will be furnished upon request. git coincideicelwith jointcenter In lines. 9.Digits indicate size of plate in Inches. 7 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Web) EXPIRES:12/31/2015 2015 Iliiiiiiliiii 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 #15BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-13=(-1240) 2616 3-13=( -130) 210 BC: 2x4 KDDF #16BTR 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 4- 5=( 0) 0 15-16=( -802) 2141 14- 6=(-1462) 1058 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2351) 1339 16-11=(-1030) 2439 14- 7=(-1101) 1943 BC LATERAL SUPPORT <= 12"0C. 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) 1243 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=(-3091) 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-1.5x4 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. 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 = 0.347" @ 15'- 8.4" Allowed = 2.267" 13-11-11 1-08-11 10-06-10 20-00 MAX TL CREEP DEFL = -0.540" @ 15'- 8.4" Allowed = 3.022" MAX LL DEFL = -0.002" @ 47'- 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" @ 47'- 3.0" Allowed = 0.133" 11 f 10-00 1-f 09-t,7 HORI2. TL DEFL 0.0196" @ 45'- 9.5" 1' T 12 12 M-4x6 12 NOTE: Design assumes moisture content does 7.50 7not to exceed 19% at time of manufacture. .50 4 0„ 7.50 8 .4( Design conforms to main windforce-resisting system and components and cladding criteria. 3 M-5x6(S) Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-9x67 0.25" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5 q load duration factor=l.6, Truss designed for wind loads M-4x6M-5x10 in the plane of the truss only. + 6 t M-1.5x3 11111111111 M-1.5x3 + + 3 + INN- 0 0 o /- 13 14 15 16 \10 2 o M-3x8 U.25" M-5x6 0.25' M-3x4 M-3x8 I 0 M-5x8(S) M-5x8(S) ,1 ), ), ) ,l ,1 9-07-07 6-00-15 10-06-10 9-06-05 10-05-11 by yy 1-00 46-03 1-00 JOB NAME : 5019-B POLYGON F10 �,. tQ PROP Scale: 0.1211 .. L.1Gt1N j q `�'/0 111 251/7- I WARNINGS: GENERAL NOTES,unless otherwise noted -S7 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' 7 •PE ir". Truss: Fl 0 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 responsiNAty of the building designer. 2.Design assumes the top and bottom chords to be laterallybraced at DES. BY: MJ 3.Additional temporary bracing to Insure stability during construction 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 ,� 4� DATE: 11/26/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). � P ty 9 3.2x Impact bridging or lateral bracing required where shown++ Ai j, 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. : 6125990 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, t` 2�N?x TRANS 1 D: 413 213 design loads be applied to any component. and are for"dry condition"of use. ��I • 5.CompuTrua has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14 0. fabrication,handling,shipment and installation of components. necessary. A� � i l 7.Design assumes adequate drainage is provided. `�'! 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 111E111111111110.ITPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 0.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/201 5 Oil I VIII 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) 25)4 3-12=( -147) 297 BC: 2x4 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"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" 11-11-11 3-08-11 10-06-10 20-00 MAX TL CREEP DEFL = -0.003" @ 47'- 3.0" Allowed = 0.133" 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" .( T '( 1' 1' 1' T T ' MAX HORIZ. TL DEFL = 0.145" @ 45'- 9.5" 10-00 f NOTE: Design assumes moisture content does 12 12 M-4x6 12 not to exceed 19% at time of manufacture. 7.50 7.50174 0" Q 750. Design conforms to main windforce-resisting 7 .' system and components and cladding criteria. M 5x6('S) Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (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-4x6 M-5x10 9 S M-1.5x3 M-1.5x3 3 + Adillikkh o o o 1,00.--- 12 T 13 'r.9 15 �,10 I M-3x8 0.25" M-5x6 0.25' M-3x4 M-3x8 I M-5x8(S) M-5x8(S) y y y l y y 9-07-07 6-00-15 10-06-10 9-06-05 10-05-11 /, /, 1, /, 1-00 46-03 1-00 ....,0PROPE. JOB NAME : 5019-B POLYGON - F11 Scale: 0.1218 5 raa(� /© WARNINGS: GENERAL NOTES,unless otherwise noted: 44c.,"?' /l�Z5/ � (' : 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.OPE r- Truss: Fl 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 responsidity 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 nsiNl of the erector.Additional ermenent breci of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by :, rr,• po nY P ng 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++ �/../ OREGt)N� ), 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. Tjc ^V SEQ. : 6125991 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 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 j©/LI p��. necessary. ,C+`'t'7 t•t`��„ fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. +l!-5. 6.This design is famished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIII I II I I III I III VIII VIII(IIII III I'll TPINJTCA in BCSi,copies of which will be furnished upon request. git coincide with jointfain nche. 9.Digits indicatesize of plateea inches. ❑ C MITek USA,InC./COmpuTru3 Software 7.6.6(1 L)-Z 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 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ODE 111&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-12=(-1085) 2574 3-12=( -147) 297 BC: 2x4 KDDF 01&BTR SPACED 24.0" O.C. 2- 3=(-3051) 1317 12-13=(-1253) 3387 12- 4=( -450) 1093 WEBS: 2x9 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. 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"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 BAG REQUIRED BAG 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 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" ' NOTE: Design assumes moisture content does 7.50 7.50 Q 7.50 12 12 M-4x6 12 not to exceed 19% at time of manufacture. 4,0" Design conforms to main windforce-resisting 7 4-,‘ system and components and cladding criteria. \\ M-5x6(5) 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=1.6, 8 Truss designed for wind loads in the plane of the truss only. M-4x6 M-5x10 5 +R M-1.5x3 M-1.5x3 3 + m k.o 0 0 o�` 1� -, 13 '(l'I 15 -���4o o M-3x8 0.25" M-5x6 0.253' M-3x4 M-3x8 1 M-5x8(S) M-5x8(S) 9-07-07 6-00-15 10-06-10 9-06-05 10-05-11 J, J, J, J' 1-00 46-03 1-00 JOB NAME : 5019-B POLYGON - F12 .«., P RDPs Scale: 0.1218 r. ���.,� {'��/ _N��{�„p s��� WARNINGS: GENERAL NOTES,unless otherwise noted: ((((illl G7 (7t-` .' 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 Truss: Fl 2 and Warnings before construction commences. building component.Applicability of design parameters and proper ,f " 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibiity of the bugging designer. 3.Additional temporary bracing to Insure statfity 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)y r v 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++ 1CC. SEQ. : 6125992 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. '7 OREGON 1.<, 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,.. -4,it \N. A. design loads be applied to any component. and are for"dry full condition"of use. -7 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 14 2-C) fabrication,handling,shipment and Installation of components. necessary. Fl Sy 7.Design assumes adequate drainage is provided. L• 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III I I I II IIID II III I IITPI/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./CORIpUTfu9 Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 II II III 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 #10TR; 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 #15BTR 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 64 LL = 25 PSF Ground Snow (Pg) 4- 5=( -6814) 1398 15-16=(-1400) 8280 14- 4=( -668) 3594 10-20=(-1438) 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"0C. 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/ 3038 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, 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc 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 + 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" @ 47'- 3.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ 47'- 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" -04-0 09-15 6-00-03 5-08-07 5-06-11 6-04-03 6-05-15 k4-02-12f NOTE: Design assumes moisture content does 1' { . I I . , 2- ' fnot to exceed 19% at time of manufacture. 2-09-0 12 11 0 Design conforms to main windforce-resisting 7.50 M-4x6 system and components and cladding criteria. 4,0" 7 ,6/ Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 \ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6(S) 12 load duration factor=l.6, 7.50 M-3x53. Q 7'50 Truss designed for wind loads 0.25" in the plane of the truss only. .48 M-6x10 M-4x8 +r A + + M-3:Ilsx3X6 + x8!c, is 14.;,r e �R" (-- B920 \2 A I M- x8 6.25" M-13x6 0.25 M- x8 0.25" I M-3x10 M-3x8 M18HS-3x18 M-7x8(5) M-7x8(S) M-12x14(S) ,1 134431 @ J. J. y y ), $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 1, l b 46-03 1-00 4, .o PROF JOB NAME : 5019-B POLYGON - F13 GIRD Scale: 0.1116 r� tai(" /4 WARNINGS: GENERAL NOTES,unless otherwise noted: �'` v/�/n t- q t.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 S 0 r E Truss• F13 GIRD 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 responsibiity 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 is the res nsibili of the erector.Additional ermonent bract of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by Po tY P n9 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 bradng 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. S EQ. : 612 5 9 9 3 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L� Nt `A TRANS ID: 413 213 design loads be applied to any component. and are for"dry condition"of use. �} ! 7 42ty�* • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if q !1 T fabrication,handling,shipment and installation of components. necessary. R R`t �, V. P P 7.Plates assumes adequateod drainageth isprovided.russ,a rl 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 I II III I I III VIII III I(ILII ILII III TPINYTCA In BCSI,copies of which will be furnished upon request. git cdicawith joint aIn lines. 9.Digits indicate size of plate in Inches. MiTek USA,Ino./Compulrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 II I III 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 #15BTR LOAD DURATION INCREASE = 1.15 1-2=(0) 60 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(0) 85 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 BOG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 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 IOPSF 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 1' , not to exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 7.501Z system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 3 Truss designed for wind loads -v in the plane of the truss only. 4 rh PA o r- i , o 0 1 x4 M-3x4 b 1 1-00 'PROVIDE FULL BEARING;Jts:2,3,41 9-00 JOB NAME •. 5019-B POLYGON - FJ1 Sale: 8.5504 �c,�"▪ p• N 0 ss WARNINGS: GENERAL NOTES,unless otherwise noted: l - .I .3y 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 " 70 E 1' Truss: FJ1 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 ipopp 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 ce!>� '0 DATE: 11/26/2014 the overall structure Is the responsibility of the buildingdesigner. plywood a cured whore shown+drywall(BC). P ty' 9 3.20 Impact bridging or lateral bradng required where r d 4.No load should be appbod to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '37 OREGON 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. "V.OREGON S.CompuTrus has no control over end assumes no responsibility for the h SEQ. : 6125994 4.0 TRANS I D• 413 213 design loads be applied to any component, and are for"dry condition"of use. 6. /V,nn, Design assumes full bearing at all supports shown.Shim or wedge If 14 fabrication,handling,shipment end Installation of components. necessary. �i�eR R i 7.Design assumes adequate drainage is provided. '�'7' L 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII IIID VIII VIII VIII VIII IIII IIIIMITE USA,Inc./CompuT I/WTCA In BCSI,copies of S Softwwhich are 7.6.6(1 L)E request. 10.Forbasic connectorplate design values see ESR-1311,ESR-1988(MiTek) lines joint 9.Digits indicate size of plate In inches. EXPIR'ES:12/31/2015 IIIIIIIIIIIIII 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 @l&BTR LOAD DURATION INCREASE = 1,15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-37) 76 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" -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" 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" @ 4'- 11.3" Allowed = 0.539" 3-11-11 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" T ,( MAX HORIZ. TL DEFL = 0.000" @ 3'- 10.9" 12 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 7.50 Design conforms to main windforce-resisting 3 -, system and components and cladding criteria. Wind: 140 mph, h=20.4ft, 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 o in the plane of the truss only. 0 o I- la 0 M-3x4 ), , b 1-00 'PROVIDE FULL BEARING;Jts:2,3,41 9-00 JOB NAME : 5019-B POLYGON - FJ2 Scale: 0.5379 \� 1IN /d /lits/ C WARNINGS: GENERAL NOTES,unless otherwise noted: t R.� i PL 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 92* Truss: FJ2 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 staMlty during construction 2.Design assumes the fop and bottom chorda to be laterally braced et 04 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 lenggth by r pa ty 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++ �L 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. ^V SEQ. : 6125995 fasteners are complete and al no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, .- 2- \t„"f design Toads be applied to any component. and are for"dry condition"of use. 14, TRANS I D: 413 213 5.CompuTrus has no control over and assumes no responsibility for the 6.and are assumes full bearing at all support shown.Shim or wedge If L p S necfabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage is provided. t,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 11111111111111111111 TPINVTCA in BCSI,copies of which will be furnished upon request. git coincide cat with jointf center nche. 9.Digitsso ncide size oplatein Innes. v p 3 MiTek USA,InC./COmpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Welt) EXPIRES;12/31/2015 III III This design prepared from computer input by HI PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF %16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x9 KDDF J{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"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 HORD BRG REQUIRED BOG 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. ICOND. 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 = 0.061" @ 2'- 11.8" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" 12 7.50 17, 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. Qo o I 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=l.6, Truss designed for wind loads in the plane of the truss only. 7,'- XIv -s I �� 5...--_=-41 0 M-3x4 1 /, 1 1 1-00 6-00 PROVIDE FULL BEARING;Jts:2,5,3,412-00 JOB NAME : 5019-B POLYGON - FJ3 <0''� �aQ `.ss Scale: 0.5011 �(;s- .�1//Z57 /c WARNINGS: GENERAL NOTES,unless otherwise noted: , (r� G 1/p c- "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+•!-C-. Truss: FJ3 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 responsibibty of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length b DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of ly g g by DATE 11/26/2019 responsibilitybuilding designer. continuous sheathing such as plywood requireding(es and/or drywall(BC). the overall structure is the res onsibili of the 3.2x Impact bridging or lateral bracing 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 A OREGON�o, '"f4SEQ. : 6125996 lfasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, d 'vJd design loads be applied to any component. end are for"dry condition"of use. �,h '7}�' .4 ray(} "..... TRANS I D: 413 213 5.CompuT us has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If V 6. fabricabon,handling, necessary. /lieR��4 shipment and installation of components. 7,Design assumes adequate drainage is provided. 6.This design Is furnished subject to the tinrtations set forth by 8.Plates shall be located on both faces of truss,and placed so their center (III VIII ILII VIII VIII(IIII VIII IIII IIIITPI WfCA In SCSI,copies of which will be furnished upon request. lines coindde with Joann lines. 9.Digits indicate size off pplatete In inches. 10. r MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES: G/31//t1©1J II III 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 1116BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-226) 208 3-4=( -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 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "or 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" 1 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. oWind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), u, load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. o1 ' 1 5 sa 0 M-3x4 ,1 3. 1 3, 1-00 6-00 4-00 PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : 5019-B POLYGON - FJ4 �' +�(N si Scale: 0.4599 1�\ � l/zI ©7 WARNINGS: GENERAL NOTES,unless otherwise noted: . .t Z �(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 r Truss• FJ4 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 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 byrlr continuous sheathing such as plywood sheathing(TC)and/or drywall(S ). 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 ��� " 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. : 6125997 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, L� 'ifi1 Q\ TRANS I D: 413 213 design loads be applied to any component. end are for"dry condition"0 use, p� wedgeQ "7 Jr- 1 4 2. 5.CompuTrus has no control over and assumes no responsibility for the 6.Designr assumes full bearing at all supports shown.Shim or if A�`` necessary. •4''$. i. fabrication,handling,shipment and Installation of components. 7,Design assumes adequate drainage Is provided. RRIL 6.This design is furnished subject to the irritations set forth by 8.Plates shell be located on both faces of truss,and placed so their center IIIIII VIII VIII I III VIII II II ILII ILII ILII TPI/WTCA SCSI,copies of which will be furnished upon request. lines coindde with joint center lines. N9.Digits Indicate size plate In Inches. c n MITek USA,InC./CompuTfu3 Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1588(MiTek) EXPIRES:12/31/2015 II ILII This design prepared from computer input by I PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-222) 208 3-9=( -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 PSI' 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/ 379V -73/ 2168 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 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" j, 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 V 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 Design conforms to main windforce-resisting rn system and components and cladding criteria. 0 ko 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. tO0 0 o 1 a 0 50=14 -/ M-3x4 b ,1 ,1 y ct. 1-00 6-00 9-09 PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : 5 019-B POLYGON - FJ5 � � �s,� Scale: 0.4546 �J r� �� 1�g_ �� WARNINGS: GENERAL NOTES,unless otherwise noted: . 'C'11/.25//17 t�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 ®�{-E "fir. Truss: FJ 5 and Warnings before constructan 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 et DES. BY: MJ 2'o.c.and at 10'o,c.respectively unless braced throughout their length by0400100. is the responsibility r of the erector.Additional permanent bracing of continuous sheathing such as plywood where and/or drywall(BC). t", ' ' �, DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ �! /,� S E 6125998 4.No load should be applied to any component until after all bracing and 4.Instaltaton of truss is the responsibility of the respective contractor. 7' OREGON W 4• • 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, //�.,`L! 'J Q�1k ( TRANS I D: 413 213 design loads be applied to any component. 6.and are gn assumfor es full condition" dbeadngf at all supports shown.Shim or wedge if L✓ 4 �} 5.CompuTrus has no control over end assumes no responsibility for the necessary. s p p pment on 6.This desfabricatiign Is furnishedisubject totheelimitations f et forth bybi 8.Plate7. sshallbe locateassumes d uon both facese)of truss,and placed so their center n � II I I I I I III I I I I I I II TPI/WTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center Anes 9.Digits Indicate size of plate in inches. 10vv 1-��++ MiTek USA,IrtciCOmpUTrus Software 7.6.6(1 L)-E .For basic connector plate design values see ESR-1311,ESR-1988(Welt) EXPIRES:ES:12/ 1/iin NNW III II ILII 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 9l&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-8=(0) 0 BC: 2x9 KDDF O1&BTR SPACED 24.0" O.C. 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" -208/ 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 02-01 5-01-03 19'- 3.2" -4/ 3V 0/ OH 1.50" 0.01 KDDF ( 625) 6 [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 = -0.002" @ -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" i 5 MAX HONIZ. LL DEFL = -0.009" @ 17'- 11.2" MAX HORIZ. TL DEFL = -0.009" @ 17'- 11.2" 12 NOTE: Design assumes moisture content does 7.50 not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting -1 system and components and cladding criteria. 1 M-3x5(S) I Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,N (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. 3 0 0 1 r ''' o M-3x4 1-00 6-00 13-03-04 PROVIDE FULL BEARING;Jts:2,8,3,4,5,6,71 JOB NAME : 5019-B POLYGON - FJ10 �‹�, G?N aF�619 Scale: 0.2632 . cb.,. `�///25 for WARNINGS: GENERAL NOTES,unless otherwise noted: ' ! I ill This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 10.7" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&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 I'I 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 PSF 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, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads 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 1OPSF 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 5-05-06 5-05-06 complete specifications. 12 12 7.50 IIM-4x4 Q 7.50 3 2 4llIlIlIIIihh 0 o ////////////////////////////////////////////////////////////////////////// /I 5 0 M-3x4 M-3x4 ,1 1 ,l y 1-00 10-10-12 1-00 JOB NAME : 5019-B POLYGON - G1 OPROj Scale: 0.5272‹GJ 1,�GINE r/0 WARNINGS: GENERAL NOTES,unless otherwise noted: //3Ch-r -3! 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$'P E. 1' Truss: G1 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 DES. BY: MJ Is the responsibility of the erector. 2'pc.and at 10'o.c.respectively unless braced throughout their length by ' dWOW 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++ +w 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. "ZT ,f O 44/ SEQ. : 6126002 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.. „I... \�* ,,,, TRANS I D: 413 213 design loads be applied to any component. and are for"dry condition"of use. / Q h _ 5.CompuTrds has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If 4 {"b' fabrication,handling, necessary. A 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 feces of truss,end placed so their center IIIIII 11110111 I 111 IIII VIII III IIII MITTpI/WTCA In BCSI,copies of which will be e USA, /CofnpuT a Softwaref 76.6(1 7.6.6(1L)-E ished upon request. joint 9,Digits indicate size of plate In inches. 10.For basic connectorplate design values see ESR-1311,ESR-1988(Mak) EXPIRES:12/31/2015 Mk VIII VIII 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"0C. 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. '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 = -0.017" @ 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 T MAX TC PANEL TL DEFL = 0.054" @ 2'- 11.4" Allowed = 0.542" 12 12 MAX HORIZ. LL DEFL = 0.005" @ 10'- 5.2" 7.50 M-4x6 Q 7.50 MAX HORIZ. TL DEFL = 0.009" @ 10'- 5.2" 39'0" NOTE: Design assumes moisture content does Oks not to exceed 19% at time of manufacture. 1111%4 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), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. NIIIIIII w i m o • All o� ��, ,o 1 5prigilliVil, S M-3x4 M-3x6 M-3x4 J, y >L 5-05-06 5-05-06 ,1 ). ). /- 1-00 1-00 10-10-12 1-00 hep,,,0 PR()per, JOB NAME : 5019-B POLYGON - G2 Scale: 0.9647 \C3 f\AGAN GENERAL NOTES,unless otherwise noted: 4..., v/n'/z5 WARNINGS: Q' a 11 P E t'~ 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 Truss: G2 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 4, DES. BY: MJ Is the responsibilityof the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their lengQth by . rr continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 4 It 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 Lt,, 4.No load should be appled to any component unfit after all bracing end 4.Installation of buss is the responsibility of the respective contractor. f f EGV h, '\W S EQ• : 6126003 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, BB r. �y_ TRANS ID: 413 213 design loads be applied to any component and are for"dry condition"of use. 4.,, '741,. '7 14 Q T • 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 .4 ,. p ` fabrication,handling,shipment and installation of components. necessary.s +1 R y 1.. P P 7.Design assumes adequate drainage is provided. 6.This design Is famished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center III II 1111 III I I I I 11 01 VIII III TPI/WTCA In BCSI,capias of which will be furnished upon request. lines coindde with joint center Ines. 9.Digits indicate size of plate in inches. MiTek USA,lnc./CompuTrus Software 7.6.8(114-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12131/2015 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 #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&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 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=1.6, 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads 6.00 p REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 3 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 complete specifications. 0 r- 0 M 2 M O/- I I oMN to 1 ///////////////////////////////////////////////% 0 M-3x4 4 b y y 1-00 6-06 JOB NAME •. 5019—B POLYGON — H1 <0 paopfis Scale: 0.7067 CJ GIN �/ WARNINGS: GENERAL NOTES,unless otherwise noted: (Z'. v/825/ °ti, 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 ` T9 r.PE 1— Truss: H1 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 responsibrtty 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.and at 10'o.c.such a respectively unless braced throughout their length by y �' is the responsibility r of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall C. .rv`'"' WIPP.' DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2e Impact bridging or lateral bracing required where shown++ ) # CZ' 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 40 SEQ. : 6126004 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, j. �f 2 design loads be applied to any component and are for"dry condition"of use. /4/^ 4 t3 .S A. 5.CompuT us hes no control over end assumes no responsib lity for the 6.Design assumes full bearing at all supports shown.Shim or wedge if � TRANS I D: 413213 r fabrication,handling,shipment and Installation of components. necessary. A`L 7.Design assumes adequate drainage is provided. rl e 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 1101 IIII IIIII I III VIII IIIII 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. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(Wel() EXPIRES:12/31/2015 'II 1111IIIII 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 #1&BTR 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"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" -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 '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 = 0.132" @ 3'- 3.4" Allowed = 0.410" 6-02-09 0-03-12 MAX TC 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" 6.00p M-1.5x3 4 -/ 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), ro load duration factor=1.6, o I Truss designed for wind loads o in the plane of the truss only. M M O III d 1 11.--111.11111 M-3x4 M-1.5x3 3 y 1, b 6-02-09 0-03-12 .1 y 3, 1-00 6-06 �c PRape �, JOB NAME : 5019-B POLYGON - H2 Scale: 0.5253 ��,' 'N' 0 GENERAL NOTES,unless otherwise noted: 1'444 ��/ � p . WARNINGS: 4t' '7 Of C. 1'� ir 4:40 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: H2 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 stabitty during construction 2.Design assumes the top and bottom chords to be laterally braced et . DES. BY: MJ Is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1g po ty continuous sheathing such as plywood sheathing(TC)end/or drywalllC). t^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++ OREGON t, LW� 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. : 6126005 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, } design loads be applied to any component. and are for"dry condition"of use. ty 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 <Q 4 �! fabrication,handling,shipment and installation of components. necessary. McFi t�}L.�;, P 7.Design assumes adequate drainage is provided. rl 6.This design is furnished subject to the Drdtations 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 IIII TPINVTCA in BCSI,copies of which will be furnished upon request. Digs coincide with jointfaIn inches.9.Digitsso ncide size of plateeto lines. v 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 11 11111 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 µl&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(-76) 99 3-5=(-249) 219 BC: 2x9 KDDF ql&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/ 973V -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 '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 = 0.347" @ 4'- 0.3" Allowed = 0.522" 7-08-04 0-03-12 MAX TC PANEL TL DEFL = -0.390" @ 4'- 0.7" Allowed = 0.782" 1' T T 12 M 1.5x3 MAX HORIZ. LL DEFL = 0.001" @ 7'- 8.2" 6.00 p 4 MAX HORIZ. TL DEFL = 0.001" @ 7'- 8.2" 3 NOTE: Design assumes moisture content does F 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), rn load duration factor=l.6, o I Truss designed for wind loads o in the plane of the truss only. sr M o/- IIAIIIIIIIIIIIIII ir T/- 1 tl��5 0 M-3x4 M-1.5x3 1 1, / 7-08-04 0-03-12 J 1, y 1-00 8-00 AtO JOB NAME : 5019-B POLYGON - H3 Scale: 0.9839 .5'�, PN@ O/IeSn WARNINGS: GENERAL NOTES,unless otherwise noted: kr //""9 �'}7 1.Builder and erection contractor should be advised of all General Notes 1.TNs design Is based only upon the parameters shown and Is for an individual ¢ .7 A/2 0 11('-E. 1.- Truss: H3 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 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r a� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(SC). •+"" f�. DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown t.t. ,c 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON SEQ. : 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, j:. 4, N��A design loads be applied to any component. and are for"dry condition"of use. /h 'q 7 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 c t h. fabrication,handling, Designnesassary. A,� ���i Vi, shipment and Installation of components. T,n ess assumes adequate drainage Is provided. '-` 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 l IIIIII VIII VIII 111111 VIII I'll)III)1111TPI/WTCA In BCSI,copies of which will be furnished upon request lines coincide with Joint center Anes. 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 VIII I III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=(-166) 138 1-4=(-76) 99 2-4=(-251) 219 BC: 2x4 KDDF 81&BTR SPACED 29.0" 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"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 PSF 0'- 0.0" -91/ 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) ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacinqd LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX TC PANEL LL DEFL = 0.352" @ 9'- 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" 7-08-04 0-03-12 MAX HORIZ. TL DEFL = 0.001" @ 7'- 8.2" T f T NOTE: Design assumes moisture content does 12 not to exceed 19% at time of manufacture. 6.00 p M-1.5x3 3 -1 2 Design conforms to main windforce-resisting system and components and cladding criteria. r 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 in the plane of the truss only. 0 c c n r 0 X A1 10.- 4 M-3x4 M-1.5x3 b 'I ). 7-08-04 0-03-12 y ,I 8-00 eco PRO JOB NAME : 5019-B POLYGON - H4 �(N Scale: 0.4787 4-4.4 /8E5/fy. �l��iQ G?�. . WARNINGS: GENERAL NOTES,unless otherwise noted: t 7 9 •(PE S` 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 7 Truss:" H 4 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 responsibility of the building designer. T , 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et wow DES. BY• MJ a the res onsibili of the erector.Additional ermenent breci of 2'o.c.and at 10'o.c.respectively unless braced throughout their le th by �+°r` '., P ty P n9 continuous sheathing such as plywood sheathing(TC)end/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++ e ,�QREGON� �� 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. 1h SEQ. : 6126007 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 1. Z design loads be applied to any component. and are for"dry condition"of use. <© F 1 t#, TRANS I E: 413 213 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge If AI�!.. fabrication,handling,shipment and Installation of components. necessary. ' F}81s `„ P P 7.Design assumes adequate drainage Is provided. +"i rl 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 IIIIiI VIII VIII I I I VIII VIII VIII IIII IIII TPI WTCA in BCSI,copies of which v411 be furnished upon request. Digit coincidentwith joint In fines. 9.Digits ndsize of tplate eto inces. 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 1E11111 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=1 -10) 5 6-3=(-135) 143 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 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 lOPSF 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" 1' T f f MAX HORIZ. TL DEFL = 0.005" @ 9'- 6.5" 12 NOTE: Design assumes moisture content does 6.00 p M-1.5x3 4 -, 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=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 M 3x4�� in the plane of the truss only. 2 0 444444414441111111 1 o 1, M .....41111A11111 W111111111111111111111\-4%11 O I MISCIrg -/ i l 5 -.6 o M-3x4 M-1.5x3 M-3x4 b b b 5-00-08 4-11-08 y y 10-00 JOB NAME : 5019-B POLYGON - H5 Scale: 0.421, ,`c'� ,aciN At_ S/, WARNINGS: GENERAL NOTES,unless otherwise noted: kr /fJ�Iz� Ctr �' 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' .9 f-[:. r Truss: H5 and Wemings 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 budding designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ Is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by yam„,• +� Po P continuous sheathing such as plywood sheething(TC)end/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++ n 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 vJ SEQ. : 6126008 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,,� 4Ntt A. design loads be applied to any component. end are for"dry condition"of use. {j` 1f. 4 2, �"'^� TRANS I D: 413 213 5.CompuTrus has no control over and assumes no responsibility for the S.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling, necessary.as. .ty t�{ shipment and Installation of components. 7,Design assumes adequate drainage is provided. +"7 t 4• B.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 IIII I II I III I I I I I I III VIII III IIIITPI/WfCA in SCSI,copies of which will be furnished upon request. Digs coincide with joint center lines. 9.Digits indicate size offplate In inches. n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES'12/31/201.5 HA VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF 01&BTR 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"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 PSF TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, LL = 25 PSF Ground Snow (P ) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), g load duration factor=1.6, 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 "j Gable end truss on continuous bearing wall UON. 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 c 0 c 1 :..igigdIIIIIIIIIIIIIIIIII II co o F oilly ///////////////////////////////////////////////////////////% '� 3 M-3x4 1• b 8-00 JOB NAME : 5019-B POLYGON - H6 ,, �Ro��s Scale: 0.6539 N WARNINGS: GENERAL NOTES,unless otherwise noted: t//�/�" qC' ,©�.'. 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 .9 1 L Truss: H6 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 , A�" continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .J 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 end 4.Installation of truss Is the responsibility of the respective contractor. 17 ¢-OREGON >h .y S E Q. : 6126009 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 'i7�1 �'� .C,. design loads be applied to any component. end are for"dry condition"of use. © ?' 1 4 2, '"�- TRAN S 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 �� fabrication,handling,shipment and installation of components. necessary. "R R i S ` 7.Designlaesassumes adequateatedon othifac drainage Is o truss, C 1_1�. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located both feces of truss,and placed so their center II I Mill III I i HI VIII II II 11 IIIITPINVTCA 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./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MMTek) EXPIRES:12131+20155 ill 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: 2x9 KDDF #15BTR SPACED 24.0" O.C. 2-3=(-49) 46 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" -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 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" 1-11-11 MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.110" T T MAX TC PANEL IL 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, '' o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, r- Truss designed for wind loads o in the plane of the truss only. o/- 1 0 INI M-3x4 b ), b 1-00 PROVIDE FULL BEARING;Jts:2,3,41 6-00 JOB NAME : 5019-B POLYGON - J1 �� � "� Scale: 0.6780 `4451 %/�GJ ��() WARNINGS: GENERAL NOTES,unless otherwise noted: • Z7 ©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 en individual =72,®t E. Truss• J1 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 x is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(6C). » •' -CC : 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ fs 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. : 6126010 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, L7 'e!�t \� �. TRANS I D• 413 213 design loads be applied to any component. and ra for"dry condition"9 use. pp wedge © '7}r 14 2 h, • S CompuTrus hes no control over and assumes no responsibility for the 6.Designr assumes full bearing at all supports shown.Shim or if V`,. fabrication,handling,shipment and installation of components. necessary. R T7 1` \ V 7.Plates assumes adequate otc drainage is truss, b 8.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 II I I I ll III III I II IITPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 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 sea ESR-1311,ESR-1888(Wok) EXPIRES:12/31/2015 11111 Ill 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 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 KDDF 91&BTR SPACED 24.0" O.C. 2-3=(-76) 61 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" -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 '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" Allowed = 0.078" 3-11-11 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" T .1 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 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 7.50 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 3 NOTE: Design assumes moisture content does o i not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, r-, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads in the plane of the truss only. N � g r_ ...............'44 M-3x4 o 1 )' b 1-00 6-00 PROVIDE FULL BEARING;Jts:2,3,41 JOB NAME : 5019-B POLYGON - J2 � ��� PRt�F Scale: 0.59055 {C��/:NCi�7j� WARNINGS: GENERAL NOTES,unless otherwise noted: prrr���Z7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is Sroan individual 4 -.9 0 PE r Truss: J2 and Warnings before construction commences, building component.Applicability of design parameters end proper r 2.2x4 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 DES. BY• MJ is the res nsib li of the erector.Additional permanent bracin of 2'o.c.end at 10'o.c.respectively unless braced throughout their length by rrr Frr r '14.1"P Po b Pa 9 continuous sheathing such as plywood where and/or drywa0(BC). i 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..,- 4. + 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. OREGON- �' SEQ. : 6126011 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used In a non-corrosive environment, 1.. 7 4 \� A.. TRANS ID: 413 213 design loads be applied to any component. and are for"dry condition"9 use.supports g 7 14 O� • 5.CompuTrus has no control over and assumes no responsibility for the 6.Designr assumes full bearing at all su rts shown.Shim or wedge if necessary.signass L..r..,n y j fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. C F(rl 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 II In Ill I I II II II 011111 TPINYTCA 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 II II11 This design prepared from computer input by f PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" 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: 2x9 KDDF #1&BTR SPACED 29.0" 0.1. 2-3=(-114) 86 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" -46/ 402V -93/ 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" T T MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 3 -, MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 7.50 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. P 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), rn load duration factor=l.6, o I Truss designed for wind loads o in the plane of the truss only. o,� vl ni o M-3x4 1 1, k 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,4,3I JOB NAME : 5019-B POLYGON - J3Sale: 0.5429 N� tO PN 0 61 (c:?' WARNINGS: GENERAL NOTES,unless otherwise noted: 11/'"5/ME / t- '}7r;,; 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 . rrrr����s f�c�G Truss: J3 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 responsiNDty of the building designer. 3.Additional temporary bracing to Insure stabs during construction 2.Design assumes the top and bottom chords to be laterally braced at r DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r 1„�a ^` is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,00461/R!- - r" 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+. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsidliy of the respective contractor. 7 4,OREGON. tx k SEQ. : 6126012 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosNe environment, "' design loads be applied to any component. end are for"dry condition"of use. 1,6 �q }>' ,)k r�� TRANS 1413 213 6.Design assumes full beefing at a8 supports shown.Shim or wedge If V �ty 5.CompuTrus hes no control over and assumes no responsibility for the necessary. ` fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 4:P0110, 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 IIIII ILII II III(III (III III(III TPIM?CA In BCSI,copies of which will be furnished upon request. Dies coincide with Joint center tines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 1B For basic connector plate design values see ESR-1311,ESR-1088(MlTek) EXPIRES:12/ 1 i1©1 / IIIII 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=( 0) 60 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-168) 152 3-4=( -75) 30 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" -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. ICOND. 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" , MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL4.2,BCDL6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. I ,- '7, 51►� -if M-3x4 /, Y l b 1-00 6-00 1-11-11 PROVIDE FULL BEARING;Jts:2,5,3,4I �, 0 PROPe• JOB NAME : 5019-B POLYGON - J4 �'t �� 6i Scale: 0.5031 CI Iliz5i ' d WARNINGS: GENERAL NOTES,unless otherwise noted: 0 •I't c-s r r+ 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 72 V L Truss• J4 and Warnings before construction commences, building component.Applicability of design parameters and proper �✓ , • 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the 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 . r DES. BY• MJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectNely unless braced throughout their length by �v�rr �" P ty P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), jr DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ .� � �J, 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. N ^V 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, d TRANS ID: 413 213 design loads be applied to any component and are for"dry full b condition"of use. fid` 7" 14 2• f� • 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 t1< necessary. 4F'Rn`�t V fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. rl 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 111 II I I I I I I I II II I I III II IITPIIWTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Ones. 9.Digits indicate size of plate In inches. C t 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 1E11111111 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 kl&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x4 KDDF 91&BTR SPACED 24.0" O.C. 2-3=(-226) 207 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 HOBO 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/ 91V 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 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY4 -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 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" MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.9" 7.50 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. I� rno 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), o load duration factor=l.6, t1O Truss designed for wind loads in the plane of the truss only. tOf-orogi0001.20/00000000000000,11 t 5�� -V 0 M-3x9 b 3. y / 1-00 6-00 3-11-11 PROVIDE FULL BEARING;Jts:2,5,3,4) JOB NAME : 5019-B POLYGON - J5 Sale, 0 44BB �, N �� �gyp`0s��, WARNINGS: GENERAL NOTES,unless otherwise noted: 4Rd� /I t u' t'l `9 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an Individual 'C ' '92 i'PE 1-- Truss: J5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracIng to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by * y ✓ continuous sheathing such as plywood Ing(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++ It 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 S E Q. : 6126014 fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used In a noncorrosive environment, '7_ \fl design loads be applied to any component. end are for"dry condition"of use. / -7 0 TRANS I D: 413 213 6.Design assumes full bearing at all supports shown.Shim or wedge if 140 , 2. �th 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. 11R R}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 IIIIII IIII VIII III I VIII VIII VIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines cdndde with Joint center lines 9.Digits Indicate size of plate in Inches. MiTek USA,InC.1COmpuTN9 Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 1111. IIII 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 81&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-6=(0) 0 BC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. 2-3=(-276) 260 3-4=(-132) 96 TC LATERAL SUPPORT <= 12"OC. 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 lOPSF 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. Ij 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 = 0.040" @ 3'- 4.9" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.054" @ 2'- 11.9" Allowed = 0.641" 12 0 MAX HORIZ. LL DEFL = -0.004" @ 11'- 10.9" 7.50[7 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 Mo system and components and cladding criteria. I Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, j( r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), r load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. o 1 6w� o M-3x9 y y 1, b 1-00 6-00 5-11-11 PROVIDE FULL BEARING;Jts:2,6,3,4,5I JOB NAME : 5019-B POLYGON - J6Scale: 0.9036 ��� GIN d/0 WARNINGS: GENERAL NOTES,unless otherwise noted: l,� T.g2/,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 0' Truss• J6 end 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 responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at ✓ :. DES. BY: MJ Is the responsibility of the erector.Additionalpermanent bracing of 2'o.c,and at 10'o.c,respectively unless braced throughout their length byr�rr . po g 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 appled to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. kr S E Q. : 6126015 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 A.. design loads be applied to any component. and are far"dry condition"of use. /... .-1,9 - j 4 a� ty TRANS I D: 413 213 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 /1/1141,11t...\- (�` fabrication,handling,shipment and installation of components. necessary. 1-y`1 �, P 7.Design assumes adequate drainage is provided. _ .. 8.This design Is furnished subject to the Initiations sat forth by 8.Plates shall be located on both faces of truss,and placed so their center p. 11111111 I I III I I I I VIII VIII 11111111 TPI/WTCA In BCSI,copies of which will be fumished upon request. lines with joint center lines. EXPIRES:12/31/2015 9.Digits indicate size of plate in inches. MiTek USA,Inc/COfn UTN9 Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITe 0 1111 1111 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 #1sBTR 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"0C. 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 -/ KOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) 1 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 = 0.043" @ 3'- 7.4" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.057" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.005" @ 13'- 10.9" 12 MAX HORIZ. TL DEFL = -0.005" @ 13'- 10.9" 7.50 , 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. ml o I 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=1.6, Truss designed for wind loads 0l in the plane of the truss only. 0 m o M-3x4 1-00 6-00 7-11-11 PROVIDE FULL BEARING;Jts:2,6,3,4,51 JOB NAME : 5019-B POLYGON - J7 .4.4°) P es Scale: 0.3560 ss, ..,\-+/ NC �fL. WARNINGS: GENERAL NOTES,unless otherwise noted. r�'�7 p 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 4t' .92 0•I-E I'= T r u s s: J7 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 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 �' 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 drywail(BC). DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging Sr lateral bracing required where shown++ 111 `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. A_OREGON�n �4/ SEQ. : 6126016 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncormsive environment, �, f design loads be applied to any component. and are for"dry condition"of use. / •p lr (} TRANS I D: 413 213 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if l 14, necessary. i t fabrication,handling,shipment and Installation of components. 4. . 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the Nit-Rations set forth by 8.Plates shall be located on both faces of truss,and placed so theft center IIIA'VIII VIII VIII VIII IIIA IIII IIII IIIITPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincidewith joint center Anes. 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 MINOMMW MAI 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" O.C. 2-3=(-381) 365 3-4=(-241) 205 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=(-141) 111 BC LATERAL SUPPORT <= 12"OC. 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 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.042" @ 3'- 7.4" Allowed = 0.427" 5 MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" '0 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. 7.50 17. , 0 Design conforms to main windforce-resisting system and components and cladding criteria. .i o Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, O Truss designed for wind loads r' in the plane of the truss only. 3 0 f � O 7." o M-3x4 J. . b ), 1-00 6-00 9-11-11 PROVIDE FULL BEARING;Jts:2,7,3,4,5,01 00 PR0pe JOB NAME : 5019-B POLYGON - J8 .'\, ss Scale: 0.2960 ``o /AO, 0 t7 f)7 WARNINGS: GENERAL NOTES,unless otherwise noted: v ll/ 5 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 0 9 S rf-y E 1- TrussTruss: • J8 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 chorda to be laterally braced at �r . 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 len th by ; po ty 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 �l• N� �/ 4.No load should be applied to any component until after all bradng and 4.Installation of truss is the responsibility of the respective contractor. u. ^V SEQ. : 6126017 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, /h .q fZd TRANS ID: 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 V q� 14 �P' necessary. 'V" 'R Fl fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. (1l f-t. 1. 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 CC. p nn CC 1141111111111111111 TPI k U A in nc./ copies of which wit furnished upon request. lines coincide with joint center Noes. EXPIRGB. �I J1/ Ui J 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./COrrt UTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) r II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-7=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-435) 919 3-4=(-289) 259 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 = 92.0 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/ 399V 0/ OH 1.50" 0.95 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" 5 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 Design conforms to main windforce-resisting system and components and cladding criteria. M o Wind: 140 mph, h=24.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, t� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, M-3x5(S) r, Truss designed for wind loads PP in the plane of the truss only. 3 0 d Ys1 7 O M-3x4 1-00 6-00 11-11-11 PROVIDE FULL BEARING;Jts:2,7,3,9,5,61 JOB NAME : 5019-B POLYGON - J9 -c,`0-' pRo>��rs Scale: 0.2760 C'' , �/25 jh ��� WARNINGS: GENERAL NOTES,unless otherwise noted /Cif/NcT '9f; 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 .920.01-[.. 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 staNity during construction 2.Design assumes the top and bottom chords to be laterally braced at ��i1s DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by aA w� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). g °° DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ tCC 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON. ^4/ fasteners are complete and at no me should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, I- A TRANS I D: 413 213 design loads be applied to any component. end are for"dry condition"of use. ./.• '7 .�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 [J (y fabdcation,handling, necessary. "" f { shipment end Installation of components. 7,Design assumes adequate drainage N provided. +w t+Y 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 II III I I III VIII IIII II I IIITPI/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. 10. v MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(Welt) EXPIRES:12/31/2015 II I IIII 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: 2x9 KDDF Ij1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-8=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-486) 470 3-4=(-340) 305 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-248) 217 BC LATERAL SUPPORT <= 12"OC. UON. 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 lOPSF 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("Psaluurapelsitoiasttu2r4etat29 "ocspacing.VERTICAL DEFLECTION LTSLL=L40, TL=L/180 6 MAX LL DEFL = -0.002" - - 00" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" - - 00" Allowed = 0.133" ' MAX TC PANEL LL DEFL = 0.091" - 74" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.056" - 119" Allowed = 0.641" MAX HORIZ. LL DEF - 010" @ 19'- 10.2" 5MAX HORIZ. TL DEF - 010" @ 19'- 10.2" 12 NOTE: ➢esmoisture content does not to exceed 19% at time of manufacture. 7.50 Design conforms to main windforce-resisting ,� system and components and cladding criteria. Wind: 190 mph, h=25.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1-7 o N load duration factor=1.6, M 3x5(S) a Truss designed for wind loads in the plane of the truss only. 0 I 1. 0 1 * 8... o M-3x9 > b b y 1-00 6-00 13-10-15 PROVIDE FULL BEARING;Jts:2,8,3,4,5,6,71 v1/40 P R Opt JOB NAME : 5019-B POLYGON - J10 5< C�GIN s, Scale: 0.2517 WARNINGS: GENERAL NOTES,unless otherwise noted: 444 v 71/ 5 -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 4. .920,P E 't'" Truss• J10 and Wamings 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 stabiBty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• MJ is the res nslb hty of the erector Additional ermanent bract of 2'o.c,and at 10'o.c,respectively unless braced throughout their length by .,1/14B880,- Po P ng 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 bradng required where shown++ �9L pREGON�1 ��(/ 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. } SEQ. : 6126019 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, ,u 3 20 design loads be applied to any component, and are for"dry condition"of use. ,101 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 f:P necessary. "t*, ti fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. r'i 14. 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 II II VIII I I I VIII VIII VIII III IIII TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coindde with joint center lines. 9.Digits Indicate size of plate in inches. n MITek USA,InC/Compulrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Welt) EXPIRES: 2/31/22015 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 91&BTR LOAD DURATION INCREASE = 1.15 NOTE: Design assumes moisture content does BC: 2x4 KDDF 410BTR 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 PSF TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, 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 IOPSF 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 -1 to i M 2 ,- 1 o/- 1 of �/ lIdMllIIlllMllllIMlIIIIllIMllIIllllIllIMIlIIIM1llllIlllIl44 .--/.-- M-3x9 ' M-3x9 * J, y 1-00 8-06 Peo JOB NAME : 5019—B POLYGON — P1 Scale: 0.6242 -`� � rfNR�{7'o n WARNINGS: GENERAL NOTES,unless otherwise noted: kr'r' //I5 'prr 7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 4 920I-G.. Truss: P1 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 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 continuous Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalllC). ,,+'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++ 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. -7 OREGON a �4j non-corrosivefasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a environment, L. 1y TRANS I D: 413 213 design loads be applied to any component. and are for"dry condition"of use. f -p (�. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at alt supports shown.Shim or wedge If u 14 fabrication,handling,shipment and Installation of components. necessary.assumes. �R '+ S.This design is furnished subject to the imitations set forthI.Design adequate drainage Is provided. L I 111111 II11 VIII Ill I IIII VIII I I I IIII III 9 1 by 8.Plates shell be located on both faces of truss,and placed so their center INY TPTCA in SCSI,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./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(ivlMTek) EXPIRES;12/31/2015 HI Ili This design prepared from computer input by I` 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 #1&BTR SPACED 24.0" O.C. 2-3=(-109) 91 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BOG 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/ 101W 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 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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" ' T l' 12 MAX HORIZ. LL DEFL = 0.001" @ 8'- 2.2" 4.00 ' MAX HORIZ. TL DEFL = 0.001" @ 8'- 2.2" M-1.5x3 NOTE: Design assumes moisture content does 3 4 ,/ not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting Ysystem 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 ,:, in the plane of the truss only. 0 rn tri o� ►15 - M-3x4 M-1.5x3 y /, ), 8-02-04 0-03-12 ,1 ), Cl 1-00 8-06 op JOB NAME : 5019-B POLYGON - P2 �,� P si Scale: 0.5367 ` d WARNINGS: - GENERAL NOTES,unless otherwise noted: l/��/r� pc 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 4C aG i 111 L. Truss• P2 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 responsibility of the building designer. 411,3.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.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their len th by yips 1�"" Po ty 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+-v I, 4.No load shoukl be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. p_ *t! SEQ. : 6126021 fasteners are complete end at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosNe environment, �� X7"1 ANN ,i'� TRANS ID: 413 213 design loads be applied to any component, and are for"dry condition"of use. Q 74 ,c• t,C • 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 fi fabrication,handling,shipment and installation of components. Design assumesry. Yb R`i ' {VJ P Pa 7.Design adequate drainage is provided. {'1 L 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 II I I I I IIII II I VIII I III TPI WTCA in SCSI,copies of which will furnished upon request git dicae with joint centernche. 9.Digits indicate size 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 III IIII 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 #15BTR SPACED 24.0" O.C. 2-3=(-57) 25 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" -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 ICONS. 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 = 0.003" @ -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" f fMAX 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, criTruss designed for wind loads CD in the plane of the truss only. r- 0 I 0 rte' IA low ilk 41�� M-3x4 .1 ), 1-00 2-00 PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME •. 5019-B POLYGON - SJ1 Scale: 0.6830 .5'scc Ore,,n WARNINGS: GENERAL NOTES,unless otherwise noted: C': /ry/I2"/ Is. 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 " SPE ,,, Truss: SJ1 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+'4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at ��rl�r DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by A(.iae"""" is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/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++ d 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 i¢-OREGON. 1j 4 SEQ. : 6126022fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 'tyt 1‘,, design loads be applied to any component. end are for"dry condition"of use. d .)d . 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, necessary. 114fiFIIt t shipment and installation of components. 7.Design assumes adequate drainage is provided. S..M. 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 ILII I I I I III I I I III TPIANTCA 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,Ino./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 II All 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&13TR SPACED 24.0" O.C. 2-3=(-81) 50 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" -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 rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7.50 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. n Design conforms to main windforce-resisting o system and components and cladding criteria. t o Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 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. w o/- 1 O IFd M-3x4 1, 1, 1, /, 1-00 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,4,3I JOB NAME : 5019-B POLYGON - SJ2 .5' PRr1 ss Scale: 0.7356 `� � �1N ��? WARNINGS: GENERAL NOTES,unless otherwise noted: Ii144J G71 1 1II 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 tt >92 0 0 P E r Truss• SJ2 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 bracingof 2•o.c.and at 10'o.c.respectively unless braced throughout their length by 04111111101.*' Po b P continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). ,,,,,48/00. CC. : 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ n ,`� 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 Zri 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, Z.-� i1!J 0.` A, design loads be applied to any component. and are for"dry condition"of use. © '7 T 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 necessary. fabrication,handling, 1SF? i f4{ shipment and installation of components. 7.Design assumes adequate drainage is provided. 4 I"{ {• 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,end placed so their center IIIIII I I I I I I I VIII VIII ILII(III(III TPIMlICA in SCSI,copra of which will be furnished upon request. lines coincide with joint center lines. N 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus UTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31!201 Jr' II 1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N13BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. 2-3=(-120) 73 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" -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 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 = 0.004" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.072" 7.50 Z 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, ,1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, d. Truss designed for wind loads in the plane of the truss only. o�t 7/12 0o1 J, 1 J. 1 1-00 2-00 3-11-11 PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : 5019-B POLYGON - SJ3 �, o �r���Fsts, Scale: 0.5876 \AGIN7 Q3 WARNINGS: GENERAL NOTES,unless otherwise noted: , fffffyyyyy rrrrr����� pc- 44 17 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 /t-E Truss• SJ3 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 budding designer. 4000, 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 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 drywell(BC). �, DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2o Impact bridging or lateral bracing required where shown++ n 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. ' {f OREGON ^4F SEQ. : 6126024 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, 4x� iq ha design loads be applied to any component. end are for"dry condition"of use. 0 J~ 4, �, nh0. ,,+�- TRAN S I D: 413 213 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes lull bearing et all supports shown.Shim or wedge if ry h V T fabrication,handling, necessary.a r'f A l�� V shipment and installation of components. 7,Design assumes adequate drainage is provided. 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 II I II1110 IIIII I VIII IIID IIII IIII IIIITPUWTCA In BCSI,copies of which will be furnished upon request. lines coincidewith joint center fines. 9.Digits indicate size of plate In Inches. c. M)Tek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 EMI 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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-162) 96 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" 0/ 251V -58/ 175H 5.50" 0.40 KDDF ( 625) 1'- 9.2" -118/ 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 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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 �j MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 7.50 I7 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, r' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o I load duration factor=l.6, o Truss designed for wind loads 1 in the plane of the truss only. m o"-- In I ,- 4►�� 0 M-3x9 b y l 1-00 2-00 5-11-11 (PROVIDE FULL BEARING;Jts:2,4,3( JOB NAME : 5019-B POLYGON - SJ4 �(?,�� Irv��'� �s Scale: 0.5031 `AGA N t. p2 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 et' ± S P E Truss• S J 4 and Warnings before construction commences. building component.Applicability of design parameters and proper s 2.204 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 sterility 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 brad ng o.c.and at 10'e.c.respectively unless braced throughout their length by w�� +� ng of continuous sheathing such as plywood sheathing(TC)end/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++ r� n �. 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 w fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a corrosive environment, G� '1", n�`� design loads be applied to any component. and are for"dry condition"of use. 6. ' 14 ` �4 TRANS I D: 413 213 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge If �y fabrication,handl) necessary. �` V ng,shipment and installation of components. 7.Design assumes adequate drainage is provided. C w 6.This design is furnished subject to the Potations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II I II I VIII I I I I I III II II IIIITPIANTCA in BCSI,copies of which will be furnished upon request, lines coincide with Joint center S.Digits Indicate size of plate In inches. 10. 12 /31/2015 2 MiTek USA,Inc.lCompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1966(MiTek) EXPIRES: II VIII 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=(-48) 101 6-5=( 0) 18 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-178) 24 5-7=(-84) 167 5-3=( 0) 49 WEBS: 2x9 KDDF STAND 3-4=( -29) 34 3-7=(-175) 88 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DLI 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" -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/180 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" '1 T 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'- 9.0" Allowed = 0.078" 7.50 MAX TL CREEP DEFL = 0.000" @ 5'- 4.0" Allowed = 0.105" 4 MAX HORIZ. LL DEFL = -0.006" @ 5'- 4.0" MAX HORIZ. TL DEFL = 0.008" @ 5'- 4.0" r NOTE: Design assumes moisture content does M 9x6 not to exceed 19% at time of manufacture. 3 Design conforms to main windforce-resisting i system and components and cladding criteria. N O CN Wind: 190 mph, h=20.9ft, 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 p. in the plane of the truss only. . 0 7 CS 1 r M-1.5x3 , Pm o II /- NEM 6 0 M-3x4 M-3x5 M-3x9 y 1 1, / 2-03-12 3-00-03 0-08-01 1, l b 1, 1-00 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING;Jts:2,4,71 JOB NAME •. 5 019-B - CJ2 '(c,, o PROF s Scale: 0.5741 `NI//z5I Z� WARNINGS: GENERAL NOTES,unless otherwise noted: ! LLee .yam 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 47 7 •P E Truss: CJ2 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. �f 3.Additional temporary bracing to Insure slabiGty 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 4�� is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC) (B ,.,rte!- ply g(re s own 4drywall C). DATE: 11/26/2014 the overall structure is the responsibility of the budding designer. 3.2x Impact bridging or lateral bracing required where shown++ tr 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 A_OREGON 4,/ SEQ. : 6126709 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+ 444 >\b` A design loads be applied to any component and are for"dry condition"of use. .� '4., 2.. i... TRANS I D: 413249 5.CompuTrus hes no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If v �» 1(4�t `5., fabrication,handl) necessary. R!-1 rg,shipment end installation of components. 7,Design assumes adequate drainage is provided.B.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center I IIIIII III VIII VIII VIII II 1I I I II TPINJTCA in BCSI,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. 10. r MiTek USA,Inc./CompuTrus Software 7.8.8(1 L)-E For basic connector plate design values see ESR-1311,ESR-1968(MiTek) EXPIRES:12/31/2015 1111 11 IIII 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 N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-6=(-134) 187 6-5=( 0) 18 BC: 2x4 KDDF jjl&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"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -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" T T MAX TL CREEP DEFL = -0.019" @ 2'- 3.8" Allowed = 0.339" 12 4 -' MAX HORIZ. LL DEFL = -0.014" @ 5'- 4.0" 7.50 17, 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. ,n Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-9x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), r-, load duration factor=l.6, 3 Truss designed for wind loads 10111(11* in the plane of the truss only. tIIIIIIIIIIIIIIIII.'-" w 0 7 ►' o,. ',,nM-3x4 o M- 1.5x3 `" r - ► 6 0 o M-3x9 M-3x5 y b b ). 2-03-12 3-00-03 0-08-01 1, ). .1 l 1-00 2-05-08 6-00 3-06-08 PROVIDE FULL BEARING;Jts:2,7,4I cQ` 0, PROFA JOB NAME : 5019-B - CJ3 co GAN {� i Scale: 0.5145 qtr !/25/ ©� WARNINGS: GENERAL NOTES,unless otherwise noted: 4L' F / �7®!�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 Truss: C J 3 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 responsibilty 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 111�III� 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 /err ' Po 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++ � w 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 Ili t/ SEQ. : 6126710 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 TRANS I D• 413249 design loads be applied to any component. end are for"dry condition"of use. Q Z� � ' • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge If 1�1I�� (1 necessary. ' ' R R V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. f�''1i 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and pieced so their center 1111111 IIII IIIIIII1 III III 1111 TPI/WTCA In SCSI,copies of which will be furnish(upon request. lines coincide with joint center Ines. 9.Digits indicate size of plate in Inches. vv r�1s qpp CC MITek USA,Ina./CompuTrus Software 7.6.6 1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek( EXPIRES:RES:1 G/31/201 J + III III 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 815BTR 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" 0.C. 2-3=(-270) 59 6-8=1-141) 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. 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. 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" 7.50 MAX HORIZ. LL DEFL = 0.011" @ 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 1 system and components and cladding criteria. 0c Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 771:12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirl, load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. o8,, M 1.5x3 71 o ,1 b )' ), 2-03-12 3-00-03 0-08-01 l ,l l l 1-00 1 2-05-08 5-06-03 , l 6-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,8,41 JOB NAME : 5019-B - CJ4 � �'�° pR°��' Scale: 0.4174 ,,� l GIN '0e. �q� WARNINGS: GENERAL NOTES,unless otherwise noted: */�/ pC "V�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 = S f"G.. Truss:: CJ4 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 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)andlor 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 end 4.Installation of truss Is the responsibility of the respective contractor. "� OREGON i, % 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, lid A A., design loads be applied to any component. and are for"dry condition"of use. 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 Ifs fabrication,handling,shipment and Installation of components. necessary. s V 7.Designassumes adequate ne dthiface is ftrus,provided. C 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 111111111101111111111111 I III II IIII I III VIII VIII VIII III IIII TPIANfCA in BCSI,copies of which will be furnished upon request. git coincidentwith joint acenter 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-1888(MITek) EXPIRES:1281/2015 /2015 'I 111 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=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-226) 62 6-8=(-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"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -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. 9-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" T 1' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5 -s 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 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. y Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1 (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 Aii� 8 GI''''' m-m M-3x4 M- 1.5x3 I 7 0 o M-3x4 M-3x5 1. 1, 1, 1 2-03-12 3-00-03 0-08-01 1• . 1• 1' 1-00 , 2-05-08 7-96-03 y 6-00 3-11-11 PROVIDE FULL BEARING;Jts:2,8,4,5I (} PRQ1 JOB NAME : 5019-B - CJ5 Scale: 0.3702 �5� 0,G/ IN p�rs Wo WARNINGS: GENERAL NOTES,unless otherwise noted: ///Z5/[77 Ito. 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' 7,„v ♦r G { Truss• CJ 5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the tap 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 AI1a" 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 bracing required where shown++ ), 4.Na load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON W SEQ. : 6126712 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 4->�q'�7�f QNB A.. design loads be applied to any component. and are for"dry condition"of use. V 7 14, z,. (,fy"�^' 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 II V fabrication,handling,shipment and installation of components. necessary. �R`t 7.Design assumes adequate drainage Is provided. 4. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III I I I III I I 1111 III 1 I I I II 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./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 III III 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 @l&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2- 8=(-102) 149 8- 7=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-230) 61 7- 9=(-175) 247 7- 3=( 0) 49 WEBS: 2x4 KDDF STAND 3- 9=(-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" 29.0" 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/ 389V -81/ 278H 5.50" 0.61 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.0" -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/ 905V 0/ OH 1.50" 0.52 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 11-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 f 6 MAX TL MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 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 = -0.098" @ 11'- 11.7" Allowed = 0.267" i1 MAX HORIZ. LL DEFL = -0.011" @ 5'- 4.0" 12 MAX HORIZ. TL DEFL = 0.012" @ 5'- 4.0" 7.50 NOTE: Design assumes moisture content does not to exceed 198 at time of manufacture. Design conforms to main windforce-resisting 4 N system and components and cladding criteria. 0 ,,)) Wind: 190 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. M-9x6 3 �O ,i, Alliiir.--111111111111. -/ o o 1,1-3 x4 o M-1.5x3 t 1 = 8 CD o M-3x9 M-3x5 1 1 1 1 2-03-12 3-00-03 0-08-01 1 1 1 1 1-001 2-05-08 , 9-06-03 1 6-00 5-11-11 PROVIDE FULL BEARING;Jts:2,9,4,5f JOB NAME : 5019-B - CJ6Sale: 0.3228 �.‹, crGt qN D `1 WARNINGS: GENERAL NOTES,unless othenvlse noted: /!/G -'..'. 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 SPE E Truss: C J 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 responsiblity of the building designer. 3.Additional temporary bracing to Insure stabdty during construction 2.Design assumes the top and bottom chords to be laterally braced at ,a�11�. 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 t rte, l�pav 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++ C 4SEQ. : 6126713 .No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. "}7 ,,qq`"OREGON. ^ef fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 1.. 'y A., TRANS I D: 413249 design loads be applied to any component. and are for"dry condition"of use. 6. i\ '�}'' 14 S CompuTrus has no control over and assumes no responsibility for the Design assumes Nmo II bearing at all supports shown.Shim or wedge if V fabrication,handling,shipment and installation of components. necessary. / R R I S + l 6.This design is furnished subject to the limitations set forth 7.Designlatesassumes adequate one otfaces drainage is truss,and b4. II I IIII II I I I I II IIII VIII III 0 ) by 8.Plates shall ba located both of truss, placed so their center TPI/WTCA In BCSI,copies of which will be furnished upon request lines coincide with joint center lines.9.Digits indicate size of plate in inches. MiTek USA,InC./COmpuTfus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015