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Plans (115) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C -1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2.10=(-799) 2686 3.10=(-300) 336 BC: 2x4 KDDF ki&BTR SPACED 24.0" O.C. 2- 3=1-3018) 1136 10-11=(-562) 2250 10- 4= .235) 629 WEBS: 2x4 KDDF STAND; 3- 4.(-2885) 1241 11-12=(-258) 1671 4-11.(-736) 574 2x4 DF STAND A LOADING 4- 5= -2255 1147 12-13=(-597) 2094 11- 5= -460) 1077 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2255 1147 13- 8=(-834) 2444 5.12= •460 1077 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7x -2885 1241 12- 6= -736 574 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 7- 8= -3018)) 1136 6-13= -235 629 8- 9=( 0) 114 13- 7=(-300) 336 OVERHANGS: 24.0" 24.0" LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,C 18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -378/ 2067V -323/ 323H 5.50" 3.31 KDDF ( 625 43'- 9.5" -378/ 2067V 0/ OH 5.50' 3.31 KDDF ( 625) JT 2, 8: Heel to plate corner = 2.25" ICOND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.038' @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.167" @ 17'- 11.0' Allowed = 2.144' MAX TL CREEP DEFL = -0.321' @ 17'- 11.0" Allowed = 2.858" MAX LL DEFL = -0.036" @ 45'- 9.5" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ 45'- 9.5' Allowed = 0.267" MAX HORIZ. LL DEFL = 0.076" @ 43'- 4.0" 21-10-12 21-10-12 MAX HORIZ. TL DEFL = 0.121' @ 43'- 4.0" "( T NOTE:Design assumes moisture content does 7-05-13 7-02-08 7-02 08 7-02-08 7-02-08 7-05-13 T f T T f f f not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 7.00 17. M-4x6 Q 7.00 system and components and cladding criteria. 5 4.0" Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), A load duration factorl,6, °'` Truss designed for wind loads M-5x8(S) in the plane of the truss only. M-5x8(5) 0.25" 0.25" co0o M-1,5x3 M-1.5x3 r , , 40 oo v/o // 01"e'' A 10 111' "( l� 13 A 8 9 - M-3x8 M-3x4 0,25" 0.25 M-3x4 M-3x8 0 M-5x8(S) M-5x8(S) y y y ), y y y y 8-11-01 8-11-15 7-11-08 8-11-15 8-11-01 y y 2-00 43-09-08 WEDGE REQUIRED AT HEEL(S). 2-00 I �Q,�O PROP?, JOB NAME: 5-A POLYGON NH - 62 3 ale: 0.,445 ``�' GINE `rr4 WARNINGS: GENERAL NOTES,unless otherwise noted: 'v(]/z"J 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 1 W E 1-- Truss: D p 2 and Warnings before construction commences. building component.Applicability of design parameters and proper GIncorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.0.respectively unless braced throughout their length by A1✓Ames^'MVP - .. DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywatl(BC). DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ M! //'��", SEQ. : 6037152 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'y OREGON W 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� -w/� OQNt''' A, design loads be appled to any component, and are for"dry condition"of use. ,Q �' 1 4 TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6'Design assumes full beating at all supports shown.Shim or wedge if �Q fabrication,handling,shipment and Installation of components. 7.Design sumes adequate drainage is provided. 4 R R I `" 6.This design is fumished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1IIIIII IIII VIII I III VIII VIII VIII IIII IIIITPI WTCA in Bc51,copies of which w n be furnished upon request. 9 lines ggits Indicate sizejoint in lines.. 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1IIIIII1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.2" TC: 2x4 KDDF #1&BTRINC 2012 MAX )MEMBER FORCES 430000E 33 =1.70 LOAD DURATION INCREASE = 1.15 1. BC: 2x4 KDOF k1&BTR3= 0) 114 2- 9=(-647) 2654 9. 4=(-234) 63 7. 8=(-2357) 628 SPACED 24,0" O.C. 2- 3= -2998) 1127 9-10=(-607) 2217 9- 4= -234 630 WEBS: 2x4 KDDF STAND; 3- 4= -2865) 1232 10.11=(-267) 1637 4-10=)-737) 574 2x4 OF STAND A LOADING 4- 5= -2234) 1138 11-12=(-584) 2045 10- 5= -460 1077 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=c-2229) 1164 12- 8=)-829) 2355 5.11=(-450 1055 TC LATERAL SUPPORT <= 12'OC. UON. L ON BOTTOM CHORD = 10.0 PSF 6- 7= -2794) 1278 11- 6= -713 566 BC LATERAL SUPPORT 4= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7. 8= -595) 713 6-12= -258 552 ERHANGS: 24.0" 0.0" LL = 25 PSF Ground Snow (Pg) 12- 7=(-240 354 Connector plate prefix designators: BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA g BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES C,CN,C18,C 18 (or no prefix) =CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY INC 2012. 0'- 0.0" -380/ 2064V -302/ 316H 5,50" 3.30 KDDF ( 625) M,M2OHS,M18HS, 16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 43'- 6.2" -281/ 1855V 0/ OH 5,50" 2.97 KDDF 625 JT 2: Heel to plate corner = 2.25" ** For hanger specs. - See approved plans (GOND. 2: Design h k d for n t( psf)�plift at 24 'oc s ap cino I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200' MAX TL CREEP DEFL = -0.043' @ -2'- 0.0" Allowed = 0,267' MAX LL DEFL= -0.163' @ 17'- 11.0" Allowed = 2.130" MAX TL CREEP DEFL= -0.314" @ 17'- 11.0' Allowed = 2.840" MAX HORIZ. LL DEFL = 0.074" @ 43'- 0.7" MAX HORIZ. TL DEFL = 0.117' @ 43'- 0.7" NOTE:Design assumes moisture content Goes 21-10-12 not exceed 19% at time of manufacture. 21-07-08 Design conforms to main windforce-resisting 7-05-13 7-02-08 7-02-08 7-02-08 7-04 7-01 system and components and cladding criteria. 12 1" f f f Wind: 140 mph, h=25.6ft, TCDL=4.2,8CDL=6.0, ASCE 7.101 12 A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 M-4x6 Q 7.00 load duration tactor=1.6, 4.0" Truss designed for wind loads 5 in the plane of the truss only. u M-5x8(S) M-5x8(5) 0.25" 0.25" 0' yp c, C.) }. M-1.5x3 / , ''111-3x5 3 M-1.5x3 0 co ui .. A o 29 io Til 12 8.* 0 M-3x8 M-3x4 0.25" 0.25" M-3x4 M-4x6 c M-5x8(S) M-5x8(S) , y ), ,1 y 1, y ) 8-11-01 8-11-15 7-11-08 8-11-15 8-07-13 y 2-00 43-06-04 JOB NAME: 5-A POLYGON NH - B1 Scale: 0.1411 yP�`` GINEphk�ss'i, WARNINGS: GENERAL NOTES,unless otherwise noted: �.(/ 1 2 Z/ l •fy 0 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4t' .C9`�,IIPE t"' Truss: B 1 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2-Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 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 fit ' DATE: 8/22/2014 responsibilitybuilding 9 continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). the overall structure is the of the designer. 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 OREGON 4j f SEQ. : 6037153 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, TRANS I D: 406556 design loads be applied to any component. 6.and.n assumes condition" fel all supports �! 4), Qqf �� 5.CompuTrus has no control over and assumes no responsibility for the 9 9 shown.Shim or wedge if db 1 4 2. b fabrication,handling,shipment and installation of components, necessary. '% ` �y, 7.Design assumes adequate drainage is provided. �y b f V 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center rl rt 1.. 11111 I III 11111 11111111111 VIII III IIIITPINVECA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. indicate 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 1E1111 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.3' IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2.11=(-1431) 2572 3.11=( -152 192 15-10=(-182) 108 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2- 3= -3025) 992 11-12= -1288) 2429 11- 4.( -49 296 WEBS: 2x4 KDDF STAND; 3. 4= -2875) 987 12.13= -1034) 2330 4-12= -445 367 2x4 DF STAND A; LOADING 4. 5= -2453910 13-14= -850 2024 12. 5= -216 868 2x4 KDDF N1&BTR B LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF 5- 6= 0 0 14-15= -541) 1259 12- 7= 443 150 DL ON BOTTOM CHORD = 10.0 PSF 5- 7= -2076 878 7.13= -254 324 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8= -2241 822 13- 8= -226 582 BC LATERAL SUPPORT <= 12'OC. UON. 8- 9= -1563 594 8-14= -966 497 LL = 25 PSF Ground Snow (Pg) 9.10= -141) 157 10 4.19=I--329-329) 1300 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' -340/ 2071V -179/ 367H 5.50" 3.31 KDDF 625 OVERHANGS: 24.0" 0.0' 43'- 6.3' -259/ 1936V 0/ OH 5.50" 3.10 KDDF ( 625 M-1.5x4 or equal at non-structural GOND 2 Design checked for net( psfl uplift at 24 "oc s acn inc•i vertical members (uon). Connector plate prefix designators: MAXTILAL DE . -0ION03 LIMITS: L0.0llowed80 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = -0.043" @ -2'- 0.0" Allowed = 0.200° M,M2OHS,M18HS,M16 = MiTek MT series MAX TL CREEP DEFL= -0.043"1 @ -2'- 9.7" Allowed = 2.130" MAX LL DEFL= 0.165" @ 15'- 9.7" Allowed = 2.130" MAX TL CREEP DEFL = -0.296" @ 22'- 6.6" Allowed = 2.840" JT 2: Heel to plate corner = 2,25' ** For hanger specs. - See approved plans MAX HORIZ. LL DEFL = -0.080" @ 43'- 2.8" MAX HORIZ. TL DEFL = 0.114" @ 43'- 2.8" 0-04-15 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 19-11-11 23-06-09 Design conforms to main windforce-resisting ( T 5-03-05 5-00 5-03-08 6-06-14 6-11-13 6-11-13 7-00-01 system and components and cladding criteria. f 1' ' '("( '( '' '1' '1 Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), 15-09 12 load duration factor=l.6, ,1 T Truss designed for wind loads 12 in the plane of the truss only. 7.00 f/ M-4x6 M-5x6(S) M-3x4 0B 25" =M-4x4 M-1.5x3D M-5x6(S) ,s )' ei� 9 e e 0.25" v + 0 v 0 M-1.5x3 4\ c rn 0 CD 2�, 11 12 0.25" M 3x4 0.254 =M-4x413* ->' M-3x8 M-3x4 M-5x8(S) M-5x8(S) y 1, 1, 1, y >L , , 7-11 7-06 9-05-08 9-03-12 9-04 y 2-00 43-06-04 �..i\O PR 0Fe JOB NAME: 5-A POLYGON NH - AH3 Scale: 0, os 1504 <0 „ e%IN /a WARNINGS: GENERAL NOTES,unless otherwise noted: �� ‘C/3/2107 lei"1 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$`f"E and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: AH 3Incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at -. 3.Additional temporary bracing to insure stability during construction y o.c.and at 10'o.c.respectivelyunless braced throughout their length byu jaa..^", DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,,,... 41111/" 00 ' DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ w � SEQ. : 6037154 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibiity of the respective contractor. =p' ltt OREGON fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4... -if ,+ \to` A. design bads be applied to any component and are for"dry condition"of use. 7 f TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.De�cessassumes full bearing at all supports shown.Shim or wedge if 4 r� fabrication,handing,shipment and Installation of components. 7.Design sumes adequate drainage is provided. 11/1 '{+�.H ILL- VV 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 7 IIIIII VIII VIII(IIII(IIII(IIII VIII IIII IIIITPINVlCA in BCSI,copies of which will be furnished upon request lines coincidewithjoint center lines. 9.Diesindicatesize ofplatete in Inches.. MiTek USA,IAC./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDOF#1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2.11=(-1431) 2572 3-11=( -152 192 15-10=(-182) 108 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3= -3025) 992 11-12=(-1288) 2429 11. 4=( -49 296 WEBS: 2x4 KDDF STAND; 3. 4= -2875) 987 12-13=(-1034) 2330 4.12=( -445 367 2x4 DF STAND A; LOADING 4- 5= -2453 910 13-14=( -850) 2024 12- 5= -216 868 2x4 KDDF #1&BTR B LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6= 0 0 14-15=( -541) 1259 12. 7= -443 150 DL ON BOTTOM CHORD = 10.0 PSF 5- 7= -2076 878 7.13= -254 324 TC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF 7- 8= -2241 822 13- 8= -226 582 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9= -1563 594 8-14=1 -966 497 LL = 25 PSF Ground Snow (Pg) 9-10= -141) 157 14- 9=( -329 1300 9-15=(-2078) 770 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 LOCATIONS SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -340/ 2071V -179/ 367H 5.50" 3.31 KDDF 625) OVERHANGS: 24.0" 0.0' 43'- 6.3" -259/ 1936V 0/ OH 5.50" 3.10 KDDF ( 625) Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc CORD. 2 Design checked for net( paf) uplift at 24 oc spacing M,M20NS,M18NS, 16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 JT 2: Heel to plate corner = 2.25" MAX LL DEFL= -0.036" @ -2'- 0.0' Allowed 0.200' MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" ** For hanger specs. - See approved plans MAX LL DEFL = 0,165" @ 15'- 9,7• Allowed = 2.130" MAX TL CREEP DEFL = -0.296" @ 22'- 6.6" Allowed = 2.840" MAX HORIZ. LL DEFL = -0.080• @ 43'- 2.8' MAX HORIZ. TL DEFL = 0.114" @ 43'- 2.8" NOTE:Design assumes moisture content does 0-04-15 not exceed 19% at time of manufacture. ff 15-11-11 27-06-09 Design conforms to main windforce-resisting 1 T f system and components and cladding criteria. 5-03-05 5-00 5-03-08 6-06-14 6-11-13 6-11-13 7-00-01 Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, '1 T ' TT T T T T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 15-09-12 Truss designed for wind loads f T in the plane of the truss only. 12 M-5x6(S) 7.00 V M-4x6 6 M-3x4 0 P5" =M-4x4 M-1.5x3 M-5x6(S) 0 7 y 8 9 to �e + a 0.25" v v + o o M-1.5x3 + + +l B 4 O + 01 0 A 0 2� 11 12• �a 13* -/ M-3x8 M-3x4 u.25" M•3x4 0.25 =M-4x4 M-5x8(S) M-5x8(S) 1, •1 y 1, ; 1, y y 7-11 7-06 9-05-08 9-03-12 9-04 y 2-00 43-06-04 JOB NAME : 5-A POLYGON NH - AH2 ��`�� PRa�9 Scale: 0.1504 s , ,.1.' +N�GINE/49d> WARNINGS: GENERAL NOTES,unless otherwise noted: Ft/ V Vf 21/1 I -57 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual l>'92 00 P E 1` Truss: AH2 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 stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'on.respeaiveh unless braced throughout their length by de r the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). `" ! DATE: B/22/2014 Po h 9 3.2x Impact bridging or lateral bracing required where shown++ CC 4.No bad should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. -�7 OREGON �(, SEQ. : 6037155 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, b design loads be applied to any component and are for"dry condition"of use. �� TRANS I D: 406556 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 Q 14 h. fabrication,handling,shipment and installation of components. necessary. 4 I f7: 7.Design assumes adequate drainage is provided. Rp}L� �"' n 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 r-7 I IIIIII VIII IIII III)IIID VIII VIII IIII IIIITPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./COnlpulrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-06-04 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF qt&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0 114 2-11= -1639) 4875 11- 3= 0) 300 9-16=(-4391) 1805 2x4 DF BC: 2x6 KDDF4N11&BTR LOADING 3- 4=(-5549 1990 12.13= -2387` 4872 3-12= -428 286 16-10=( -342) 255 5968 12- 4= -428 1623 WEBS: 2x4 KDDF STAND; LL = 25 ))))PSF Ground Snow (Pg) 4. 5= 0 0 13-14= -2428 5968 12- 6= -1761 953 2x6 KDDF #2 A; TC UNIF 22x4 OF x4 KDOF3= 0 419 TSTUDBC BC UNIF LLI TC UNIF LL t00.0 0.0l+DL( 40.0(= 128.0 PLF 40.0 PLF 10'- 0.0" TO 43'- 6.3" V 7-- 8= 5543 2379 15.16= -1257-4731 1764 14-15= 2945 17.4966 14= -4 16519 = -55431) 2225 7-14= -967 519 8- 9=(-3514) 1448 14- 8= -312 1314 TC LATERAL SUPPORT <= 12"OC. UON. TC CONC LL( 500.0)+DL( 140.0)= 640.0 LBS @ 12'- 0.0" 9.10=( -100` 112 R-15= -2455 1086 BC LATERAL SUPPORT <= 12"OC. UON. 15- 9=( -684) 2397 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"0C UON. FOR THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0" -1099/ 3690V -131/ 270H 5.50' 5.90 KDDF ( 625 43'- 6.3" -1506/ 3729V 0/ OH 5.50° 5.97 KDDF ( 625 OVERHANGS: 24.0" 0.0" ICOND 2: Design checked for net(-s pcf) uplift at 24 "uc spacina.l Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = -0.032" @ -2'- 0.0' Allowed = 0.200' M,M2OHS,M18HS,M16 = MiTek MT series MAX TL CREEP DEFL = -0.039' @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.290" @ 19'- 5.3" Allowed = 2.130" ** For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.569" @ 19'- 5.3" Allowed = 2.840" MAX HORIZ. LL DEFL = -0.108" @ 43'- 0.8' MAX HORIZ. TL DEFL = 0.171" @ 43'- 0.8' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, 11-11-11 31-06-09 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(D1.r), load duration factor=1.61, T T Truss designed for wind loads 5-11-14 ,, 5-05-02 0-0(6,10 5-10-05 ,, 6-05 6-05 6-05 ,, 6.05-04 ,, in the plane of the truss only. 11-09-12 T Vfi40# 12 M-7x8(S) M-5x10 7.001/ , 5 =M-6x6 0,.5" =M-66x6 =M-10x10 M- 3x610 W 85 D M 3x4 v \/\/\k C A A o in ♦ o Cr r` m ..:3- ,i.:: M-4x12 o 2"� 11 12 13 ' 14 5 18* M-1.5x3 M-3x10 0.25" :11-4x4 0.25' M-4x10 =11-8x8(S) =M-10x10(S) 1, 1, 1, 1, .1 ), ,1 5-10-02 5-05-02 8-02 8-00-04 8-00-04 8.00-08 y y y 2-00 43-06-04 RFe JOB NAME: 5-A POLYGON NH - AH1 scale: 0.1519 '<" GIN O642 WARNINGS: GENERAL NOTES,unless otherwise noted: w � f�G" 1-�1 '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 92 4 0 P E, and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: AH 1 Incorporation of component Is the responsibility of the building designee 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at io'o.c.respectively unless braced throughout their length by �`„ DES. BY: E E Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d II BC. . 1y DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging lateral brang required where� shown** ( ) '�l It 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 d OREGON 4,/ SEQ. : 6037156 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment. G. if�f,I � A, design loads be applied to any component. and are for"dry condition"of use. 2d -.0.,+ TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes tug beating at all supports shown.Shim or wedge If /!�C3 -T.r 4 necessary. 11// ' r� F fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. " R r1ILN- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII I I VIII I III VIII VIII VIII IIII IIIITPINVECA in BCSI,copies of which will be furnished upon request. lines coincide with jointcenterinches.lines. 9.Digits indicate incdt size off platein 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 17201 111 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9,5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2.11=(-1212) 3463 11- 3=( -236) 849 17- 8=(-300) 336 BC: 2x4 KDDF #1&BTR; SPACED 24.0" O.C. 2- 3= -4062) 1544 11-12= -1139) 3226 3-12={ 506 350 2x4 DF 2400F B5 3. 4= -3073) 1177 12-14= -797) 2720 12- 4=( 0) 348 WEBS: 2x4 KDDF STAND; LOADING 4. 5= -2541 1132 13.15= 0)) 1055 0 4-14= -567 259 2x4 DF STAND A LL( 25.0)+DL(L 7.0) BOTTOM CHORD = 10.0 PSF 6- 7= -2207) 1142 15.16= -261) 1600 5-15=1-14119) U ON749 TC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD= 42.0 PSF 7. 8= -2812 1243 16.17= -595) 2048 15- 6=((( -558) 995 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9= -2957 1138 17- 9=( -836) 2403 6.16=( -434) 1178 LL = 25 PSF Ground Snow (Pg) 9.10=) 0) 114 16:17 (__ (- 722 578 578 OVERHANGS: 24.0" 24.0" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE Connector plater refix designators: LIVE LOAD AT LOCATION(S SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA C,CN,C18,CN18 (orno prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series 0'- 0.0" -379/ 2067V -323/ 323H 5.50' 3.31 KDDF 625 43'- 9.5' -378/ 2067V 0/ OH 5.50' 3.09 DF ( 670` JT 9: Heel to plate corner = 2.25" ICOND. 2: Design checked far net(-5 psfl uplift at 24 'ac s acR_ lnn.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036' @ -2'- 0.0' Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.211" @ 14'- 6.0' Allowed = 2.144' MAX TL CREEP DEFL = -0.393' @ 14'- 6.0' Allowed = 2.858" 21-10-12 21-10-12 MAX LL DEFL = -0.036" @ 45'- 9.5' Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ 45'- 9.5' Allowed = 0.267" 2-09 5-10-08 5-10-08 7-04-12 7-02-08 7-02-08 7-05-13 MAX HORIZ, LL DEFL = 0.102" @ 43'- 4.0" MAX HORIZ. TL DEFL = 0.166" @ 43'- 4.0' 12 12 7.00 1.----- M-4x6 Q 7.00 NOTE:Design assumes moisture content does 4.0" not exceed 19% at time of manufacture. 6 ';4' Design conforms to main windforce-resisting ` system and components and cladding criteria. M-5x8(S) M•5x8(S) Wind: 140 mpht h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 lAll Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0.25" 0.25" oad duration factor=l.6 Truss designed for wind loads �? °w in the plane of the truss only. 0 a M-3x4 M-1.5x3 4 -- M-3x4 3 M-4x6 ..- -.....,!..,0- l�J.: 12 CO "��: f'' in M-5x6 M-3x4 0 15 ?s 17 9 0 , M-4x6+ 8M-5x10 0.25' M-3x4 M-3x8 0 - 2.75 2,04 vM-4x10 M18HS-5x16(S) 12 12 y / / yy y y 2-05-0$ 5-10-08 6-02 0-J1-1g 10-04-12 8-11-15 8-11-01 y y * -05-08 12-00-08 1710-04 27-05-04 y2-00 72 007 14-06 29-03-08 y * 2-00 43-09-08 2-00 JOB NAME : 5-A POLYGON NH - B3 ��� � pR�FFs Scale: 0.1309ycJ ti` 14z� �( WARNINGS: GENERAL NOTES,unless otherwise noted: kr 11` y 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 et' T 92®®P E 1'"- Truss: B3 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: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,yt is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)C end/ord ll BC. gR s mea( ) DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ f 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. -� ©REGON�a �((� SEQ. : 6037157 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used in a non-corrosive environment, design loads be applied to any component, and are for"dry condition"of use. / 41, rt(� ."t.. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing et all supports shown.Shim or wedge If '<} 14 �V fabrication,handling,shipment and Installation of components. necessary. 4/',R`i - 7.Design assumes adequate drainage is provided. Tr b 6.This design is furnished subject to the Imitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center III I III VIII 11111 IIIVIIIVIII II II III IIIITPIMffCA in SCSI,copies of which will be furnished upon request. lines cndcat with jointcenterate In Inches. 10.FF MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 9. orbasiconnectosize r plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6,2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 114 2.15=(-1177) 3199 15- 3=( -99) 614 22.13=) -87) 221 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3= -3891) 1497 15-16=( -931) 2763 15- 4=)-277) 430 13.14=(-2471 843 WEBS: 2x4 KDDF STAND; 3- 4= -3508) 1481 16-18=( 757) 2413 4-16.(-342) 253 2x4 DF STAND A LOADING 4- 5= -2938 1219 17-19= 0 0 16- 5= -121 527 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2388 1115 18-19- -556 2143 5-18= -543 368 IC LATERAL SUPPORT <= 12"OC. UON. 6L ON BOTTOM CHORD = 10.0 PSF 6- 7= 0 0 19-20= -544 2087 18- 6= -405 964 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD= 42.0 PSF 6- 8= -2026 1048 20-21= -542 2142 18- 8= -92 159 8- 9= -2115 1045 21.22= 720 2182 19- 8.(-486 183 LL = 25 PSF Ground Snow (Pg) 9-11= -1914 992 22.14=) -818) 2248 8-20=) -93 265 NOTE: 2x4 BRACING AT 24°OC UON. FOR 10-11= 0 0 20- 9= -33 154 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12= -2294) 1043 9.21=)-495 193 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13= -2668 1116 11-21= -327 826 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14= -367 444 21.12= -434 341 OVERHANGS: 24.0' 0.0" 12.22=) -68) 268 M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SO.IN. SPECIES 0'- 0.0" -349/ 2064V -211/ 224H 5.50" 3.30 KDDF ( 625` Connector plate prefix designators: 43'- 6.2" -254/ 1828V 0/ OH 5.50" 2.92 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 10080. 2: Design checked for net(-5 pal) uplift at 24 "oc s cD2 ing.I ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 19-11-11 3-10-02 19-08-07 MAX LL DEFL = -0.036' @ -2'- 0.0" Allowed = 0.200° MAX TL CREEP DEFL = -0.043' @ -2'- 0.0" Allowed = 0.267" 4-02-11 4-04-07 1-08-13 4-07-09 5.03-08 4-10.08 MAX LL DEFL = 0.174" @ 17'- 8.5" Allowed = 2.130" 1 1 11 1 1 11 1 1 1 MAX TL CREEP DEFL = -0.335" @ 22'- 10.8" Allowed = 2.840" 2-07-0 4-04-07 0 0141 151 5-05-12 0-0 15 5-01-08 MAX HORIZ. LL DEFL = 0.095" @ 43'- 0.7" MAX HORIZ. TL DEFL = 0.158" @ 43'- 0.7" 15-09-12 15-06-08 NOTE:Design assumes moisture content does 1 1 1 1 not exceed 19% at time of manufacture. 12 7.00 M-3x8 M-3x4 7 00 Design conforms to main windforce-resisting system and components and cladding criteria. M-5x6(S) M-4x6 7 8 9 'M-4x6 Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-5x6(S) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 0.25" Truss designed for wind loads // 0.25" in the plane of the truss only. o M-3x4 +t /+t +t + I 3x5 M-1.5x3 rNiNMs.........-1.5x3 M-4x6 0� oc 2 M-5x10 M-3x4 c 17 19 20 ? 22 is* � M-4x6+ o M-5x10 M-3x4 0.25' M-3x4 M-4x6 C. 0 2.75 1.89 v M-4x8 M-5x8(S) 1212 J' y 1-90 1P12 r 1' y 1• ), ,-05-0$ 6-06-10 5-05-14 1113,08-02 5-07-14 5-05-12 7-06 7-07-12 y -05-08 13-01-04 y 2-00 25-11-08 y 14-06 29-00-04 y y y 2-00 43-06-04 JOB NAME: 5-A POLYGON NH - BH3 ;��' INE'�6 Scale: 0.1286 t,1i r t �0 WARNINGS: GENERAL NOTES,unless otherwise noted: �Ly !7 -7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Q: .p a2$11 P E r Truss: BH3 and Warnings before construction commences. building component.Applicability of design parameters and proper �r 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: EE2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(8C). air,DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ 1 tr 4.No load should be applied to any component until after at bracing end 4.Installation of truss Is the responsibibly of the respective contractor. •7 OREGON 1(l SEQ. : 6037158 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, L q N1k A," design bads be appied to any component end are for"dry condition"of use. j +�. rZO ,! TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the G.Design assumes full bearing at all supports shown.Shim or wedge if Q 1 4 �P fabrication,handing,shipment end installation of components. necessary. ry { 6.This design Is furnished subject to the imitations set forth by7.Designlaesassumes adequateaddrainage is provided.s, n y 1..� 11111 VIII VIII III IIII IIII VIII IIII ill 9 1 8.Plates shag be located on both faces of truss,and placed so their center TPIMlrCA in BCSI,copies of which will be famished upon request. Ines coincide with joint center Ines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus 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 TRUSS SPAN 43'- 6.2' IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2.15=(-1177) 3199 15- 3=( -99) 614 22.13=) -87) 221 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3891) 1497 15-16= 931 2763 15- 4=(-277) 430 13.14=(-2471) 843 WEBS: 2x4 KDDF STAND; 3. 4=)-3508) 1481 16 -18=) -757) 2413 4-16=)-342) 253 2x4 DF STAND A LOADING 4- 5= -2938 1219 17-19= 0 0 16- 5= -121 527 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2388) 1115 18-19= -556 2143 5-18= -543 368 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= 0) 0 19-20= -544 2087 18. 6= -405 964 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 8= -2026) 1048 20-21= -542 2142 18- 8= -92 159 -486 183 LL = 25 PSF Ground Snow (Pg) 9-11= -1914)1992 22-14=( -818 1045 21-22=( ) 2248 2182 18-20=9- ) -93 265 NOTE: 2x4 BRACING AT 24"0C UON. FOR 10-11= 0 0 20- 9= -33 154 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12= -2294 1043 9-21= -495 193 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12.13= -2668 1116 11-21= -327 826 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13.14= -367 444 21-12= -434 341 OVERHANGS: 24.0" 0.0" 12.22=) •68) 268 Connector plate prefix designators: BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES M,M2OHS,M18HS,M16 = MiTek MT series 0'- 0.0" -349/ 2064V -211/ 224H 5.50' 3.30 KDOF ( 625) ** For hanger specs. - See approved plans 43'- 6.2" -254/ 1828V 0/ OH 5.50' 2.92 KDDF ( 625) (CORD. 2: Design checked for set(-5 psfl uplift at 24 "pc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.038" @ -2'- 0.0' Allowed = 0.200" MAX TL CREEP DEFL= -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.174" @ 17'- 8.5" Allowed = 2.130" 15-11-11 11-10-02 15-08-07 MAX TL CREEP DEFL = -0.335" @ 22'- 10.8' Allowed = 2.840' 4-02-11 4-04-07 1-08-13 4-07-09 5-03-08 4-10-08 , MAX HORIZ. LL DEFL = 0.158" @ 43'- 0.7" T 1' 11f < ff1 1 MAX HORIZ. TL DEFL = 0.158' @ 43'- 0.7" 2-07-0k 4-04-07 0-04-15 5-05-12 0.04-15 5-01-08 NOTE:Design assumes moisture content does T 1' T T I1 T T 11 1 1 not exceed 19% at time of manufacture. 15-09-12 15-06-08 Design conforms to main windforce-resisting 1( '( -( .( system and components and cladding criteria. 12 M-5x6(S) M 4x6 7 M-3X8 M-3x4 1r M-4X6 12 Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, 7.00 1/ M-5x6(S) 7.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 0.25" Truss designed for wind loads / 0.25" in the plane of the truss only. dii c +r +1 +I + 3x5 M-1.5x3 M-1.5x3 M 4x6 m 2 5 M-3x4 c, 17 19 20 �1 22 19* o M 5x10 c' M 5x10 M-3x4 0.2 M-3x4 M-4x6 0 M-4x6+ a 2.75 1.89 vM-5x8SM-4x8 ( ) 12 12 y y 1-901,/-12� / 1- 1' ; y 2y-05-0 6-06-10 5-05-14 108-0,2 5-07-14 5-05-12 7-06 7-07-12 1 ,-05-08 13-01-04 , 2-001 25-11-08 y 14-06 29-00-04 J, y 1 2-00 43-06-04 JOB NAME: 5-A POLYGON NH - BH2 Scale: 0.1286 �'\`` GRNE 6',si0g_ WARNINGS: GENERAL NOTES,unless otherwise noted: 4"C/�:1 f 2^/ ^�-? 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual '(t 7'92 0 0 P E r Truss: BH2 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 stebiitty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'Sc..respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)C and/or d II BC. DATE: 8/22/2014 gR s ry ( ) � the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ ii 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. -f. OREGON ' , SEQ. : 6037159 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" /dj \� 4,, design Mads be applied to any component and are for"dry condition"of use. / -.n}� e.0 ,. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 14 �� fabrication,handling,shipment and installation of components. Desessary. ( �n I ` 9 P Po 7.Design assumes adequate e is provided. 6.This design is fumished subject to the limitations set forth by 8.Plates shall be locatedonboth faces of truss,and placed so their center TPI/WTCA in I,copies of ines coincide with int center lines. 11111111111111111 VVM Te USA,lnCs/COmpuTruS(Software 7.6.6(1 L)E request. 10.lForr basic connector oplate design values see ESR-1311,ESR-1988(MiTek) 9.Digits indicate size of late in inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-06-04 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 OF 2400F; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2= 0) 114 2.15= -1844) 6771 15- 3=( -359) 1675 21-13=(-366) 278 2x6 KDDF M1&BTR T2, T3 2- 3= -8240 2291 15.16= -1727 6287 3-16= -728) 178 13.22=) 0) 299 BC: 2x6 KDDF #1&BTR LOADING 3- 4= -6514) 2010 16-17= -1666) 5567 16- 4=( 0371 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5= -6058 2101 17.18= -2003 5987 4-17= 494 262 2x4 DF STAND A; TC UNIF LL((TC UNIF LL( 50.0 +OL 14.0 = 64.0 PLF 0'- 0.0" TO 12'- 0.0" V 5- 6= 0 0 18-19= -2095 6120 17- 5= 631 2092 2x6 786 823 TC LATERALKDDF SUPPORTND<=BIC UNIF LL12"0C. UON. BC UNIF LL( 150.0)+DL' 40.0(= 140.0 PLF 30'• 0.0" TO 43'- 6.2" V 8- 9 -5957 2233 211-21= -2060 5951.22 -1418) 18.) -411 ) 1243 222 BC LATERAL SUPPORT <= 12"0C. UON. 9-10= -6194 2281 22.14= -1415) 4762 18. 8= 4765 19- 8=) - 9 -779)) 384 ICTC CONC CONC LL( 500.0)+ Dl(140.0)= 640.0 LBS @ 31'- 6.2" 1 =• 474169919- 1-120 0 9 .20= -282( 337 NOTE: 2x4 BRACING AT 24"0C UON. FOR 12.13= -5572 1920 20-10= -89 673 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 13.14= -5833 1764 10-21= -1904 912 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-21=) -481) 1760 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 24.0" 0.0° BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. ((SPECIES Connector plate prefix designators: 0'- 0.0' -1078/ 3764V -151/ 164H 5.50' 6.02 KDOF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 43'- 6.2" -994/ 3527V 0/ OH 5.50" 5.84 KDDF ( 625 M,M2OHS,M18HS,M16 = MiTek MT series ** For hanger specs. - See approved plans (GOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200' MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.350" @ 21'- 11.8" Allowed = 2.130" MAX TL CREEP DEFL = -0.895" @ 21'- 11.8" Allowed = 2.840" MAX HORIZ. LL DEFL = 0.150" @ 43'- 0.7" MAX HORIZ. TL DEFL = 0.249" @ 43'- 0.7" 1. 11-11-11 19-10-02 11-08-07 NOTE:Design assumes moisture content does 4-04 0-06-10 2-03-08 5-02-05 0-0�6-10 5-08-10 not exceed 19% at time of manufacture. 2-09 4-04 2-02-13 5-05-13 4-07-11 5-05-02 Design conforms to main windforce-resisting ,f ,- ,f T - ,- ' - ,- T T T system and components and cladding criteria. 11-09-12 11-06-08 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, f (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load12 �640N 1V640# 12 Trussduration designedffor owind�loads 7.001/ M-5612 M-3x5in the plane of the truss only. M-3x4 M-7x8(S) M 5x10 Q 7.00 4 7 s 9 y.25" -M=1M-4x4 11 M-3x4 v ` M-3x4 o M-3x8 coM18HS-3x18 ,,N.,_ M-7x12 co u7 AP %/r+,6 Is 17 1,' �+a ee 4.07."' ;� o =M-8x8 M-3x4 M-4x8 =M-8x8 19 0 25z'P 21 22 fro* o M-4x6+ M-4x6+M18HS-7x14 M 3x10 M-1.5x3 0 -==2.75 2.75 0 -M-8x8(S) 12 12 , ,-05-01 4-04 4-05-12 3-02-11>2-00j, 8-01 7-11-04 5-05-02 5-06-14 , ,2-00,-05-08 12-00-08 2-00 27-00-04 y 2-00 43-06-04 JOB NAME: 5-A POLYGON NH - BH1 Scale: 0.1366 Cl.. - l ry / c�l`�sq WARNINGS: GENERAL NOTES,unless otherwise noted: v v/z r++/,n rr "jl 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4 !9 0 f E ('" Truss:: BH 1 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 to be laterally braced at DES. BY: EE 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 es DATE: 8/22/2014 responsibilitybuilding designer. P bridging plywoodsheathing(TC)uiredereshown nd/ors ywell(BC). "w,- the overall structure is the res nsibili of the 3.2x Impact bd i or lateral bradn required where sh ++ OCC SE t1 4.No bed should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -.7, 'F7 OREGON E(/ S E Q. : 6037160 fastener are complete and at no time should any loads greater than 5.Design assumes trusses are lobe used in a non-corrosive environment, design loads be appied to any component. and are for"dry condltlon"of use. / Y (� TRANS I D: 406556 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 Q j 4 -. �h fabrication,handling,shipment and Installation of components. necessary. �!`eR RIO- 1 7.Designlaesassumes adequate drainage is provided. 'A'I (l 4.Y 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center IIIIII III I VIII I III VIII VIII III I IIII IIIITPIAMfCA in BCSI,copies of which will be furnished upon request. lines coincidewith Joint centerInes. 9.Digits indicate size of plateteIIn In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N188TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 86 2- 8=(-104) 734 3- 8=(-401 388 BC: 2x4 KDDF A18BTR SPACED 24.0" O.C. 2- 3.(-1004 236 8- 9= 48 481 8- 4= -295( 595 WEBS: 2x4 KDDF STAND 3- 4=( -885 459 9- 6=( -74) 602 4. 9='-294 595 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4- 5=I -885 459 9- 5=(-401 388 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -1004 236 BC LATERAL SUPPORT <= 12"0C. UON, L ON BOTTOM CHORD = 10.0 PSF 6- 7= 0 86 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0' Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BAG REQUIRED BOG AREA C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M20HS,M18HS,M16 = MiTek MT series 0'- 0.0' -184/ 975V -360/ 360H 5.50" 1.56 KDDF 625 LIVE LOAD AT ON(S) SPECIFIED BY IBC 2012, 20'- 6.0° -184/ 975V 0/ OH 5.50" 1.56 KDDF ( 625` THE BOTTOM CHORDORD DEAD LOAD IS A MINIMUM OF 10 PSF, ICOND. 2: Design checked for nett-5 osf1 plift at 24 "oc spacing.] 10-03 10-03 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T f MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" 5-02 5-01 5-01 5-02 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' MAX LL DEFL = -0.024" @ 6'- 10.9" Allowed = 0.979' MAX TL CREEP DEFL = -0.043" @ 6'- 10.9" Allowed = 1.306" 12 12 MAX LL DEFL = -0.002" @ 21'- 6.0" Allowed = 0.100" M-4x6 MAX TL CREEP DEFL = -0.003" @ 21'- 6.0' Allowed = 0.133" 14.00 V \14.00 44.0" MAX HOAIZ. LL DEFL = 0.011' @ 20'- 0.5° MAX HORIZ. TL DEFL = 0.015" @ 20'- 0.5" iy NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10{ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 Truss designed for wind loads in the plane of the truss only. v M-1.5x3 M-1.5x3 (.; 0 0 o_ o '"_ ee r - o M-3x4 a 0.25" M-93x4 M-3x4 0 o A M-5x6(S) y ), k y 6-10-15 6-08-02 6-10-15 1-00 20-06 1-00 JOB NAME: 5-A POLYGON NH - C2 , P FS Scale: 0.2044 \cj'�t i 0 WARNINGS: GENERAL NOTES,unless otherwise noted: LG1. hl/ 1171{' ky 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Q' !7`Z,/PE �' Truss: C2 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. d ' DES. BY° EE 3.Additional temporary bracing to Insure stability during construction 2. ' 'Design assumes the top and bottom chords to be laterally braced at ,^ is the responsibility of the erector.Additional permanent bracing of 2o.c.and at 10o.c.respectively unless braced throughout their length by (101010r continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ty. 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. OREGONt. �`id SEQ. : 6037161 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, I'L 6.i lid TRANS I D: 406556 design bads be applied to any component 6.and di r assumes"dry d ys condition" fat use..supports /�~!7 5.CompuTrus has no control over and assumes no responsibility for the 9 9 shown.Shim or wedge If 4 1 4 V' Q4 nfabrication,handling,shipment and installation of components. 7.Decessary. 6.This design is famished subject to the limitations set forth Design assumes adequate drainage is provided. b t lid d VIII VIII VIII VIII VIII 11111 III IIIIby 8.Plates shall be located on bath faces of truss,and placed so their center rl t 1 TPINVTCA In BCSI,copies of which will be famished upon request, MiTek USA,lnc./CompuTfus Software 7.6.6(1 L)-Elate in Inches. lines coincide with Joinppl center lines.910.ogrits basicindicate onnectorof plate design values see ESR-1311,ESR-1 988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer ihput by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0' ICDND 2 Design checked for neS(�pcfl uplift at 24 "oc spacing I TC: 2x4 KODF g18BTR LOAD DURATION INCREASE = 1.15 KDDF NOTE:Design assumes moisture content does 2x4 BC: 2x4 188R B2 SPACED 24.0' O.C. not exceed 19% at time of manufacture. #188f LONDIOG Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. 4 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Connector plate prefix designators: C,CN,CI8,CNI8 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed,load duration factor=1.b,Cat.2, Exp.B, MWFRS(Dir), M,M20HS,M18HS,M16 = MiTek MT series 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 DOPSF 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. 10-03 10-03 T T 12 iIM-4x4 12 /— 14.00/ NF \14.00 -3- 4— CD m 0 C,) ' YM-3x4 o, LO 1Ma + ' 0 M-3x5(S) 0 '` M-3x4 y J1, 6-10-15 13-07-01 1-00 20-06 1-00 JOB NAME: 5-A POLYGON NH - Cl 5�`` AGINE�g�,��,�s/ Scale: 0.2158 ttr, `� r'Zz717' 4 WARNINGS: GENERAL NOTES,unless otherwise noted: r�rrr��� f 7, -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 .q •P E 1K Truss: Cl 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: EE is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r p ty continuous sheathing such as plywood sheathing(TC)and/or drywaN(BC). DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � OREGON t,� SEQ. : 6037162 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. G "'7 gyp_ 4V 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� \ A. design loads be epptied to any component and are for"dry condition"of uta. �Q 4 f' 1 4 T" TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.oecesse assumes full bearing at all supports shown.Shim or wedge if f� �ty� fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 41C Rik,. 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 I III IIII 1111111111111 IIII TPIMlrCA in BCSI,copies of which will be famished upon request. Digit coincidenctwith joint center lines. 9.Digits ndsize oplate In inches. es. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRE5:121311201 11111VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 20-06-00 GIRDER SUPPORTING 43-09-08 FROM 7-00-00 TO 20.00.00 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 86 2- 9= -1252) 5318 2- 3= -8954) 2004 12- 7=( -820) 282 BC: 2x8 KDDF #1&BTR 2- 3=S -8954 2004 9.10= •1252 5318 9. 3= -102 114 7-13= -474) 2142 WEBS; 2x4 KDDF STAND; LOADING 3. 4=) -8738 2060 10.11= -1284 5552 3-10=I -192 616 7- 8=(-10200) 2302 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5= -6390 1640 11-12= -1154 5472 10- 4= -900 3994 TC UNIF LL 50.0 +DL 14.0 = 64.0 PLF 0'- 0.0" TO 20'- 6.0" V 5- 6= -6390 1640 12-13= -1320 6044 4-11= -2838 804 TC LATERAL SUPPORT n-n 12"OC. UON. BC UNIF LL 0.0 +DL( 20.0 = 20.0 PLF 0'- 0.0° TO 7'- 0.0" V 6- 7= -8600 2028 13- 8= -1324 6066 11. 5= •2388 9292 BC LATERAL SUPPORT n= 12'OC. UON. BC UNIF LL 522.4 +DL( 375.2 = 897.6 PLF 7'- 0.0" TO 20'- 0.0" V 7- 8= -10200 2302 11- 6= -2680 760 BC UNIF LL( 0.0)+DL( 20.0)-n 20.0 PLF 20'- 0.0" TO 20'- 6.0" V 6-12=( -842) 3752 OVERHANGS: 12.0" 0.0" ADOL; BC CONC LL+DL= 3751.0 LBS @ 6'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -1711/ 7507V -337/ 345H 5.50" 12.01 KDDF ( 625) M,M2OHS,M18HS,fd16 = MiTek Mi series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20'- 6.0' -2153/ 9494V 0/ OH 5.50' 15.19 KDDF ( 625 ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Join together 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, COND. 2: Design checked for net(-5 psf) uplift at 24 "oc s acp ino nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 roll throughout 2x4 top chords, MAX LL DEFL = -0.001" @ •I'- 0.0' Allowed = 0.100' 5" oc in 2 raw s throughout 2x8 bottom chords, MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133' 9" oc in 1 rows throughout 2x4 webs, MAX LL DEFL = -0.069' @ 14'- 7.7' Allowed = 0.979' 9" oc in 2 row(s) throughout 2x6 webs. *** HANGER TO APPLY CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.175" @ 10'- 3.0" Allowed = 1.306" 10-03 10-03 MAX HORIZ. LL DEFL = -0.016" @ 20'- 0.5" MAX HORIZ. TL DEFL = 0.034' @ 20'- 0.5" NOTE:Design assumes moisture content does T 3-02-0412-11 081 4-01-04 T 4-01-04 -2-09-121 3-04 .' not exceed 19% at time of manufacture. 12 M-5x8 12 Design conforms to main windforce-resisting 14.00 \14.00 system and components and cladding criteria. 55.0" Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, A (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), it load duration factor=l.6 Truss designed for wind loads in the plane of the truss only. M-3x8 :M-3x6 v CO 0 el)cr M-4x12 M-5x12 o M-5x16 1111111 M-5x16 0 , 1111 e:e SF r,0 o �1m�se■1 _/i_v_ i-y o 9 10 o M-15x3 M- x1 12 .25" M-6xx6 10 M- 10 010 ***P13751#-M-10�0(S) y y y J, ), J, y 3-02-04 2-08 4-04-12 4-04-12 2-08 3-02-04> 1-00 20-06 JOB NAME: 5-A POLYGON NH - C3 Scale: 0.1681 ,5'�`` *1� �N7p79 ',s,�, WARNINGS: GENERAL NOTES,unless otherwise noted: C(y� V/�L+J/1tt-- -y'7, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4t' `92 e s P E r"' Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper �/ 2.2x4 compression web bracing must be installed where shown*. incorporation of component is the responsibility of the building designer. �.+" I�"' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE Is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.such tivey unless braced throughout their length by po ty permanent bracing of continuous sheathing such as plywooding(TC)and/or drywall(BC). DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ "f tr 4SEQ. : 6037163 .No bad should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. 57 OREGON 4(f non-corrosivefasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a environment, i, 4, Nb` A, design loads be applied to any component. and are for"dry condition"of use. f jr Q TRANS I D: 406556 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at at supports shown.Shim or wedge if Q 14 4. ��*4 fabrication,handling,shipment and installation of components. necessary. {'" 6.This design is furnished subject to the limitations set forth by7.Plates assumes adequateadodrainageciso truss,a '� `��„ IIII IIII II II VIII VIII till Illll IIII I'll 9 1 a.Plates shall be located on both faces of truss,and placed so their center TPIANiCA 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-1986(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1.2=) 0) 86 2.6=(-24) 286 6.3=(0) 307 BC: 2x4 KDDF #15BTR SPACED 24.0" O.C. 2.3= -508) 111 6-4=(-24) 286 WEBS: 2x4 KDDF STAND 3.4= -508 111 LOADING 4-5= 0) 86 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -111/ 604V -210/ 210H 5.50" 0.97 KDDF ( 625` Connector plate prefix designators: 11'- 8.0" -111/ 604V 0/ OH 5.50" 0.97 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(•5 gsf) uplift at 24 'oc soacing.l 5-10 5-10 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' T T T MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.002° @ 12'- 8,0' Allowed = 0.100" i 12 M-4x6 12 MAX TL CREEP DEFL = -0.003' @ 12'- 8.0" Allowed = 0.133" 7MAX TC PANEL LL DEFL = 0.281" @ 8'- 6.5" Allowed = 0.557" 14.00 34.0"4.0" 14.00 MAX TC PANEL TL DEFL = 0.497' @ 8'- 4.1" Allowed= 0.835" IC li MAX HORIZ. LL DEFL = 0.003" @ 11'- 2.5" MAX HORIZ. TL DEFL = 0.004" @ 11'- 2.5" NOTE:Design assumes moisture content does �„ not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph h=22.6ft, 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 03 0 co O o in Al M-3x4 M-1.5x3 M-3x4 y 1, 5-10 5-10 , ), 1 ) 1-00 11-08 1-00 04 JOB NAME: 5-A POLYGON NH - D2 Scale: 0.3596 'g� . ,,o1NOs`s'> WARNINGS: GENERAL NOTES,unless otherwise noted: 4/� e' 7 1.Builder and erection contractor should be advised of as14t. 92 General Notes 1.This design Is based only upon the parameters shown and is for an individual -92•*PE 1y �] and Warnings before construction commences. building component.Applicability of design parameters and proper // Truss: D2 2.204 compression web bracing must be Installed where shown+• incorporation of component is the responsibility of the building designer. .,""' l,/ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the to and bottom chords to be laterally braced at DES. BY: EE2'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 drywaa(BC). .. DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown*+ A Q 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7OREGON 0 40 SEQ. : 603 7164 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. 'Lj�f N ,C, TRANS I D: 406556 design bads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of use. 6.Design assumes full beating at all supports shown.Shim or wedge if /� -T.}' .)4 ,0 -4--necessary. ��r� fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. Firl I`,k,. 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 (IIII VIII VIII VIII VIII VIII VIII IIII IIII TPINV7CA in BCSI,copies of which will be famished upon request. git coincidenitwith jointfcenternche. 9.Digits ndsize oplateininches.lin . MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1956(MiTek) EXPIRES:12/3112 15 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" ICOND. 2: Design checked far net(•5 psfl uplift at 24 "or. spacing.) TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. NOTE:Desi n assumes moisture content does not 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 DL ON BOTTOM CHORD= 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 i M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=1.6 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.AND or equal typical at stud verticals. Refer to CompuTrus gable end detail for 5-10 5-10 complete specifications. — T T T 12 I'M-4x4 12 /— 14.00/ „ N 14.00 IA o L., 0 0 0 a� I M-3x4 M-3x4 ), J ), 1, 1-00 11-08 1-00 JOB NAME: 5-A POLYGON NH - D1 ru �Ra,�fiss Scale: 0.3526 � ���4 G� �{� WARNINGS: GENERAL NOTES,unless otherwise noted: C �b Ci�7C` -Sy{ 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 IndividualCt. 7 92®11€ E and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: D 1 2.2n4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. adie,,,,rileoe'' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length). ore 410011.P. DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/22/2014 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 appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '�7 OREGON to SEQ. : 6037165 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosNe environment, ,(;. �fa klx ik.. design loads be applied to any component, and are for"dry condition"of use. /^ ,41..j-' .�4 0 ., TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if V ,� fabrication,handling,shipment and installation of components. necessary.gr� ` 9 P Po 7.Design assumes adequate drainage is provided. �R IR}G. 6.This design is furnished subject to the Imitations set forth by 0.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111 TPINVTCA in BCSI,copies of which will be furnished upon request. git coincidenctwith Joint tecenter Ines. 9.Digits ndsize of plate in Anes. r� 11r� { 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:12/31/20 t rJ IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 11-08-00 GIRDER SUPPORTING 43-09-08 FROM 0-00-00 TO 4-08-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDOF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2= -5126) 1156 1- 7=(-684) 2978 7- 2=( -566) 2502 BC: 2x6 KDDF#1&BTR 2- 3= -3372 842 7- 8= "680 2954 2- 8..(-1360) 424 WEBS: 2x4 KDDF STAND; LOADING 3. 4= -3376) 838 8- 9= -372` 1990 8- 3= -1214 4854 20 OF SS A; LL = 25 PSF Ground Snow P 4. 5.(-3446) 750 9- 5= -370 1988 8- 4= -156) 306 2x6 KDDF #2 B TC UNIF LL 50.0 +DL 14.0)= 64.0 PLF 0'- 0.0' TO 11'- 8.0" V 5- 6=) 0) 86 ) 4- 9=) -176 84 BC UNIF LL 522.4 +DL 375.2)= 897.6 PLF 0'- 0.0' TO 4'- 8.0" V TC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL 0.0 +DLI 20,0)= 20.0 PLF 4'- 8.0' TO 11'- 8.0' V BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ADDL: BC CONC LL+DL= 3551.0 LBS @ 5'- 8.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0" 12.0' 0'- 0.0" -1280/ 5692V -197/ 189H 5.50" 9.11 KDDF625 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 8.0' -688/ 3059V 0/ OH 5.50" 4.89 KDDF ) 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS, 16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 1,1 ' I' .rt i' . t' - . . •i. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 � 2 ) complete trusses required. MAX LL DEFL = 0.021" @ 3'- 1.3' Allowed = 0.537" o2n together 2 ply with quied. DIA GUN MAX TL CREEP DEFL = -0.058" @ 3'- 1.3' Allowed = 0.717" pains staggered at: MAX LL DEFL = -0.001" @ 12'- 8.0' Allowed = 0.100" 9' oc in 1 row(s) throughout 2x4 top chords, MAX TL CREEP DEFL = -0.001" @ 12'- 8.0' Allowed = 0.133' ��/ 5' oc in 2 rows throughout 2x6 bottom chords, *** HANGER TO APPLY CONC. X X 9" oc in 1 rowMAX HORIZ. TL DEFL = 0.011"s throughout 2x4 webs, MAX HORIZ. LL DEFL = -0.0 " @ 11'- 2.5" LOAD(S) EQUALLY TO ALL MEMBERS. /V�, 9" oc in 2 row(s throughout 2x6 webs. @ 11'- 2.5' NOTE:Design assumes moisture content does 5-10 5-10 not exceed 19% at time of manufacture. 3-03 2-07 2-07 3-03 Design conforms to main windforce-resisting f T f f f system and components and cladding criteria. 12 12 Wind: 140 mph h=22.6ft, TCDL=4.2,BCOL=6.0, ASCE 7-10 M-4x6 (All Heights), Enclosed, Cat.2, Exp.8, MWFRS(Dir), 14.00 7N14.00 load duration factor=1.6 34.0" Truss designed for wind loads A- in the plane of the truss only. i s.. M-3x5 1 M-3x5 0 0 0.0 M-5x10 AI o T , o TAd GEN 1 7 8 9 IL .- M 1 � \ M 3x8 M-8x10 .5x3 M-5x10 y A- ***�y3551# y 3-01-04 2-08-12 2-08-12 3-01-04 ,1 y 11-08 WEDGE REQUIRED AT HEEL(S). 1-00 JOB NAME: 5-A POLYGON NH - D3 A.,- �R �s Scale: 0.2557 r,c �101Ny w WARNINGS: GENERAL NOTES,unless otherwise noted: 4JY G+ �i/fT 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual .9 *PE { Truss: D3 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 DES. BY: EE 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 asplywood sheathing(TC)and/or d DATE: 8/22/2014responsibilitybuilding designer. Impactbridging required ywau(Bc>. /0' - i' " the overall structure Is the res nsibil' of the 3.2x bdd In or lateral bracing where shown++ SEQ. : + It 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responslbiity of the respective contractor. = ' OREGON' t �to S E Q. : 6037166 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, Al♦ >k design bads be applied to any component. and are for"dry condition"of use. / TRANS I D: 406556 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes tuft bearing at all supports shown.Shim or wedge If 41 1 4 �to, fabrication,handing,shipmentnecessary. �)- P and Installation of components. 7.Design assumes adequate drainage is provided. 4/..b 1 }i \,,, 6.This design is fumished subject to the irritations set forth by 8.Plates shall be locatedonboth faces of truss,and placed so their center �'T it 4. iii int center lines. 11111111111111111111 MiTpINVTCA in e USA,lnCSI,copies of which will be furnished upon/COr1puT S Software 7.6.6(1 L)E request. 10.For basic connectorlines coincide with oplate design values see ESR-1311,ESR-1988(MiTek) 9.Digits indicate size of plate in Inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 916BTR LOAD DURATION INCREASE = 1.15 1.2=( 0 86 2.4=(0) 0 BC: 2x4 KDDF 9188TR SPACED 24.0" 0.C. 2-3=(-217; 180 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 6L ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -32/ 399V -117/ 260H 5.50" 0.64 KDDF ( 625) 5'- 9.2" -164/ 198V 0/ OH 1.50" 0.32 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 139V 0/ OH 5,50' 0.22 KDDF ( 625` C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 1QON0. 2: Design checked for net(•s p,f)�pllft at 24 "oc spacine 5-10 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100' A- --A MAX IL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' MAX TC PANEL LL DEFL = 0.300" @ 3'- 6.1" Allowed = 0.559' MAX TC PANEL TL DEFL = -0.260" @ 3'- 4.1" Allowed = 0.838" MAX HORIZ, LL DEFL = -0.004" @ 5'- 9.2" MAX HORIZ. TL DEFL = -0.004" @ 5'- 9.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. elou;0co 0r�o� //mg o41.="(1 M-3x4 A- 1. y y 1-00 6-00 [PROVIDE FULL BEARING; t 4 1 JOB NAME: 5-A POLYGON NH - J13 scale: 0.4281 ,`cj ,,\,XI,�?�NEpF,�Q (Sl� WARNINGS: GENERAL NOTES,unless otherwise noted: �t,rCJ V1 ZzI+ f -? 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 4 . `920 0 PE c' Truss: J13 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where show+. Incorporation of component Is the responsibility of the building designee 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such esvpywood sheathunless e gd t(TC)end /or dryhout length by edlBC) lr!o DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • tr 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective centractor. .S?? OREGON 4. SEQ. : 603! 1 69 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, `. TRANS I D: 406556 design loads be appNed to any component. and are for"dry condition"of use. � � 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 1 4 2. �4 fabrication,handling,shipment and installation of components. necessary. ,r_e "e0 7.Design assumes adequate drainage is provided. *i// Ry 10- 6. V 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 rl I IIIIII III I VIII I III III[VIII I III[III III) TPIANTCA in BCS[,copies of which will be furnished upon request. lines coincide with Joint center Ones. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E11111111 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 N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2.6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3= 581 500 3-4=I-1641 90 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5= -21 0 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 3.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 375V -204/ 454H 5.50" 0.60 KDDF ( 625` C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF6251 M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 5'- 11.2" -421/ 476V 0/ OH 1.50" 0.61 KDDF 1625[ LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 10'- 0.0" -125/ 122V 0/ OH 1.50" 0.16 KDDF 1( 625 THE BOTTOM CHORD DEAD L.OAD IS A MINIMUM OF 10 PSF. [GOND 2 Design checked for net( psfl up ift at 24 "oc s acp 1n0� 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" @ 10'- 3.0' Allowed = 0.025" MAX TL CREEP DEFL = -0.000" @ 10'- 3.0" Allowed = 0.033' MAX TO PANEL LL DEFL = 0.144" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.145" @ 3'- 2.5' Allowed = 0.864' MAX HORIZ. LL DEFL = -0.012" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.012' @ 9'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. /14.00 Design conforms to main windforce-resisting system and components and cladding criteria. NWind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 o All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.�roTruss designed for wind loadsmwin the plane of the truss only.oC, 0into A- ,k ) y 1- 1-00 6-00 4-03 [PROVIDE FULL BEARING;Jts:2 6 3 41 ,,t0 PROpt. JOB NAME: 5-A POLYGON NH - J12 �(fNlA7�,7�s, Scale: 0.2960 44., -,7��14�I(J WARNINGS: GENERAL NOTES,unless otherwise noted: 92 r "Q 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual T.92 t®PE r" and Warnings before construction commences. building component.Applicability of design parameters and proper ` Truss: J 12 incorporation of component Is the responsibility of the building designer. /r. 2.2x4 compression web bradng must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at ,gra 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughautthelr length by JW`,41w�':.. DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ," tY. DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral braang required where shown++ 1M C SEQ. : 6037170 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`f ,p_OREGON� �+4/ fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, s+^ •C 1�� and are for"dry condition of use. }" design loads be applied to any ndcomponent.assn , t` �- �A' TRANS I D: 406556 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 ‘;,k"'' necessary. e�FOUL f fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. C f1 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII I III VIII VIII VIII VIII VIII[III[III9.TPI WTCA In SCSI,copies of which will be famished upon request. Digitsgit oidicat with jointcenterate In i 10.FFrsize Ines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E basiciconnectorplate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-3=( 0) 86 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-636 500 3-4= -243 97 IC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5= -76) 0 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF OVERHANGS: 12.0" 10.6" TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connectorplate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ((SPECIES 9 LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 376V -213/ 495H 5.50" 0.60 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 138V 0/ OH 5.50' 0.22 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 5'- 11.2" -415/ 473V 0/ OH 1.50' 0.61 KW 625 LIVE LOAD AT LOCATION(S SPECIFIED BY IBC 2012. 10'- 0.0' -210/ 207V 0/ OH 1.50' 0.27 KDDF 625 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. /- 5 -/ )GOND. 2: Design checked for nett-5 paf) 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 = -0.002" @ 10'- 10.6" Allowed = 0.088' ;! MAX TL CREEP DEFL = -0.002" @ 10'- 10.8" Allowed = 0.117" MAX TC PANEL LL DEFL = 0.144° @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.145" @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.014" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.014" @ 9'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting system and components and cladding criteria. 14.00 Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 u, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 Truss designed for wind loads c, in the plane of the truss only. •=o- - T c, P� 0 0 6 M-3x4 1, y y ), 1-00 6-00 4-10-09 (PROVIDE FULL BEARING;Jts:2.6?4 PR JOB NAME : 5-A POLYGON NH - J11 Scale: 0.2753 ,5-oc, �F1fi�6:0 WARNINGS: GENERAL NOTES,unless otherwise noted: 4f� ' ''45/21/11/7 r '-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 `C�'Z• PG 1"' Truss: J11 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 la the responsibility of the building designer. 4101111,007,00°.''' 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at I"" DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood ething(re /or drywell(SC). 4�, DATE: 8/22/2014 Po ty 9 3.2x Impact bridging or lateral bradng 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. OREGON SEQ. : 6037171 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. >h �� design bads be applied to any component and are for"dry condition"of use. ,,{_ TRANS I D: 406556 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 /� -7y 1 4 Zd•�4 fabrication,handing,shipment and installation of components. necessary. 7.Design assumes adequate drainage Is provided. .4 ..PRO- 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 (VIII III(II II I III III(VIII VIII III IIITPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center toes 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2.5=(0) 0 BC: 2x4 KDDF R18BTR SPACED 24.0" O.C. 2.3=(-562) 497 3-4= -139 88 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+OL( 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 -199/ 435H 5.50" 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -417/ 474V 0/ OH 1.50" 0.81 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.6" -94/ 108V 0/ OH 1.50' 0.17 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND 2 Oesion checked for net( psI) uplift at 24 "oc s acn ing.l _, 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" ri MAX TC PANEL LL DEFL = 0.144" @ 3'- 4.8' Allowed = 0.576' MAX TC PANEL TL DEFL = -0.146" @ 3'- 2.5" Allowed = 0.864' MAX HORIZ. LL DEFL = -0.012" @ 9'- 10.8" MAX HORIZ. TL DEFL = -0.012" @ 9'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windfarce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Oir), 14.00 load duration factor=l.6, o Trinuthess dplaneeoffthetruss wind loads only. mi.' o N CV O 1- CO - M O Ot �w . 5'' O M-3x4 y .1 ), ) 1-00 6-00 3-11-09 ;r r 1. • JOB NAME: 5-A POLYGON NH - J10 , .c. PRVFFS(� Scale: 0.2937 {� ��ry/�q �(? WARNINGS: GENERAL NOTES,unless otherwise noted: G+ c17' -�'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 C' ;920 9 (-E r i Truss: J10 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web braang must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and et 10'o.c,respectively unless braced throughout their length by -jarr.^ DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Q �1 6037172 7 7 4.No load should be appied to any component until after all bracing and 4.Instaaetlon of truss is the responsibility of the respective contractor. -� OREGON b, d f SEW. : 6 03 I 1 /2 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, y�. Af�i v A, design bads be applied to any component and are for"dry condition"g use. fit '7.)' 20 �^ TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If V 14 necessary. > J`0)5\_` fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. i 4 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIII VIII VIII VIII VIII VIII IIII IIIITPINYrCA in BCSI,copies of which will be furnished upon request. Dings coincide with joint centertnche. 9.Digitsindicate icate size of plane inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/201.5 IIIIIIIIIIIH This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 11.6' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-483) 427 3-01-111) 48 TO LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 6L ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connectorplate prefix designators: 0'- 0.0' -24/ 378V -179/ 391H 5.50" 0.60 KDDF 625 9 LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625` C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -377/ 439V 0/ OH 1.50" 0.56 KDDF ( 625 M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8'- 11.6" -50/ 55V 0/ OH 1.50" 0.09 KDDF ( 625` LIVE LOAD AT LOCATION(S SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOADD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked far net(-5 psf) uplift at 24 "oc alp cin9.I -i VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4y MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.153" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.156" @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.009" @ 8'- 10.8" MAX HORIZ. TL DEFL = -0.009" @ 8'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00 V ,I Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. v 0 0 o N O U, �! O� 5.. -, M-3x4 .1 .( ,1 1, 1-00 6-00 2-11-09 [PROVIDE FULL BEAAING;Jts:2 5.3.41 JOB NAME : 5-A POLYGON NH - J9 '<es Scale: 0.3208 \ �IN�) �s 5 /0 WARNINGS: GENERAL NOTES,unless otherwise noted: 451 121rP17 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 4 . '92•*P E i' Truss: 19 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 09000.- DES. BY: EE 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 asplywood sheathing(TC)C and/or d DATE: 8/22/2014 responsibilitybuilding designer. bridging required�cr s 0(Bc)' i CC the overall structure Is the of the 3.2z Impact or lateral bracingre wired where shown++ SEr� 4.No load should be appled to any component until after all bracing and 4.installation of truss is the responsibilty of the respective contractor. -�,7 OREGON I, Q." : 6037173 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„ 7, \��{� design loads be applied to any component. end are for"dry condition"at use. / �. TRANS I D: 406556 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 Q 1 4 �✓ �tb,'i fabrication,handling,shipment and Installation of components. necessary. provided.s b fP 6.This design is furnished subject to the limitations set forth by 8.PlateDesis shall be locaten assumes gd on both faces drainage of truss,and placed so their center n` `' 1111111111110141TPINVECA in BC51,copies of which will be furnished upon request. Tangs coincide with Jointcenterche. 9.Digits Indicate size of plate in inches. M MiTek USA,IDC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-198a(MiTek) EXPIRES:12/31/201.5 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1.2= 0) 86 2-5=(0) 0 BC: 2x4 KDDF N16BTR SPACED 24.0" O.C. 2-3= -417) 361 3.4= -107) 44 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 OL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BAG 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 -159/ 348H 5.50" 0.60 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -359/ 432V 0/ OH 1.50" 0.55 KDDF 825 M,M2OHS,M18HS,M18 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.6' -20/ 11V 0/ OH 1.50" 0.02 KDDF ( 625` LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net( osfl uplift at 24 'tic s acn inti.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" H MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' MAX TC PANEL LL DEFL = 0.197' @ 2'- 11.6" Allowed = 0.576' MAX TC PANEL TL DEFL = 0.178" @ 2'- 11.6' Allowed = 0.864" MAX HORIZ. LL DEFL = -0.008' @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.007' @ 5'- 11.2' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 +l Design conforms to main windforce-resisting 14.00/ system and components and cladding criteria. Wind: 140 mphh=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 0 Truss designed for wind loads v cn in the plane of the truss only. 0 0 of 0 0 u cif- ,►a 5w. -/ 0 M-3x4 A- 1. J, ), ), 1-00 6-00 1-11-09 (PROVIDE FULL BEARING;Jts:2,5,3,41 o0 PR©F JOB NAME: 5-A POLYGON NH - J8 Scale: 0.3559 `` G1 f( /° WARNINGS: GENERAL NOTES,unless otherwise noted: 444 �'" C `7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 4 . 920$PE f" Truss: J8 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 wow DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 7 nhn and at 10'o.c.ouch tivey unless braced throughout their length by * continuous sheathing such as plywood sheet when C)and/or drywall(BC). ° DATE: 8/22/2014 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. .. OREGON (ll SEQ. : 6037174 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" �j N .` design bads be applied to any component, and are for"dry condition"of use. / p.�^ rLQ. ..},. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 14 �¢ necessary. R C)`I fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. M 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 IIII VIII IIII VIII II I IIII IIIITPI WfCA 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:1 13112015 11111111111 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 N16BTR LOAD DURATION INCREASE = 1.15 1-2= 0) 86 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2.3=I.334) 185 3-4= 83 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 11.6" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -34/ 393V -133/ 325H 5.50" 0.63 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 146V 0/ OH 5.50" 0.23 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 6'- 0.0" -288/ 272V 0/ OH 1.50" 0.35 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT ON(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORDORD DEAD LOAD IS A MINIMUM OF 10 PSF. IQOND, 2: Design checked for net(-5 osf) uplift at 24 "OX soacinq.l / 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 = -0.002' @ 6'- 11.6" Allowed = 0.096" MAX TL CREEP DEFL = -0.003' @ 6'- 11,6' Allowed = 0.128" MAX TC PANEL LL DEFL = 0.295" @ 3'- 7.3" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.290" @ 3'- 5.2" Allowed = 0.864' 0 MAX HORIZ. LL DEFL = -0.006" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.006" @ 5'- 11.2" 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 14.00/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 c\Io (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1. o Truss designed for wind loads NI- in the plane of the truss only. 0o co o orn 0 rn P2 os- 5.� -/ 0 M-3x4 A- . ), ), y 1-00 6-00 0-11-09 ;I 1 ., 1 ' JOB NAME: 5-A POLYGON NH - J7 ro PRO Scale: 0.3882 ` IZzI �{� WARNINGS: GENERAL NOTES,unless otherwise noted: 4Z1J ' ''',3421/PTY 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®,P E 1-- Truss: J7 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 laterallybraced at411011r DES. BY: EE 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 sheaths such as plywood sheathin C and/or d all BC. DATE: 8/22/2014 the overall structure la the responsibility of the building designer. 3.2x Impact bridging sheathing lateral bracing required where a shown++rn ) r`ft ('r- t1 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 f, SEW. : 6037175 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �i design loads be applied to any component. and are for"dry condition"of use. .l 'T 0,(3.\ -4..">TBANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes fullon bearing at all supports shown.Shim or wedge If 14 fabrication,handling,shipment and installation of components. Design asscessary. / R P Po 7.Design assumes adequate drainage is provided. tl`�, 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 TPI/WTCA in I,copies of will be fumished upon ch de with 11111111111111111 VM Te USA,InCJCompuTfus 'Software 7.6 6(1 L)E request. 10.For basic lines co nectoroplate design values see ESR-1311,ESR-1988(MiTek) int center Ines. 9.Digits indicate size ofplate In inches. EXPIRES:12/31/2015 IIII II IIIIII 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) 86 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-223) 184 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 XL 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/ 402V -119/ 265H 5.50" 0.64 KDDF ( 625` 5'- 9.2" 0/ 145V 0/ OH 5.50' 0.23 KDDF ( 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.6" -164/ 201V 0/ OH 1.50" 0.32 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S SPECIFIED BY IBC 2012. ICOND. 2: Design checked for net/ psf) uplift at 24 "oc spa ins 5.11-09 THE BOTTOM CHORD DEAD IS A MINIMUM LOADF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 /r 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 = 0.333' @ 3'- 7.0" Allowed = 0.572" MAX TC PANEL TL DEFL = -0.285" @ 3'- 4.9" Allowed = 0.858" /121 MAX HORIZ. LL DEFL = -0.004' @ 5'- 10.8" MAX HORIZ. TL DEFL = -0.004' @ 5'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCOL=4.2,BCDL=6.0, ASCE 7.101 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.&, Truss designed for wind loads cin the plane of the truss only. uiv0O0 co 0in o/- - 0 A J' y i' 1-00 6-00 IPROVIDLfILLBFAR ING;Jts:2,4.31 JOB NAME : 5-A POLYGON NH - J6 ���, o N c6'S Scale: 0.4179 �J ! G'+II E.in7yp� /0 WARNINGS: GENERAL NOTES,unless otherwise noted: v /4A/lT! -q 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4' i. *PE r Truss: J6 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: EE 2'o.c.and at 1n'o.c.respectively unless braced throughout their length by rmY1p is the responsibility of the erector.Additional permanent bracing of 001110^. the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywoodrequired sheathing(TC)and/or drywall(BC). ��!- DAT E: 8/22/2014 0o dY 9 3.2x Impact bridging or lateral bracing where shown++ Mp 4.No ked should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -p OREGON� -i- necessary. �4 SEQ. : 6037176 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, )k ^V design bads be appped to any component and are for"dry condition"of use. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design sesames lett bearing at all supports shown.Shim or wedge If ' 14 2- �{- fabrication,handng,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. �j T' 6.This design is furnished subject to the limitations set forth by 8.Plates shall be locatedonboth faces of truss,and placed so their center +l �� s coincide with 111111111111111111 MiTekUSA,InCTPI/WTCA In SCompuTfus I,copies of iSoftware 7.6.6(1 L)E request. 10.Folinr basic connector oplate design values see ESR-1311,ESR-1988(MITek) int center tines. 9.Digits indicate size of plate In Inches. EXPIRES:12/31/2015 IIIIIIIII 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 IC: 2x4 KDDF M18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF M18BTR SPACED 24.0' O.C. 2.3=(-180) 157 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" -22/ 375V -100/ 227H 5.50' 0.60 KDDF ( 625) Connector plate prefix designators: 4'- 10.8' -166/ 179V 0/ OH 1.50" 0.29 KDDF 625 ConnectorCpa (or no prefix) LL = 25 POP Ground Snow (Pg) 6'- 0.0' 0/ 70V 0/ OH 5.50" 0.11 KDDF ( 625` p ) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IQQND. 2: Design checked for net(-5 psf) uplift at 24 "ac spacinc.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" 4-11-09 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 = 0.029" /- MAX TL CREEP DEFL = 0.000' @ 0'- 0.0" Allowed = 0.039" MAX TC PANEL LL DEFL = 0.140" @ 2'- 10.1" Allowed = 0.470" MAX TC PANEL TL DEFL = -0.132' @ 2'- 10.3' Allowed = 0.705" ii MAX HORIZ. LL DEFL = -0.003' @ 4'- 10.8" MAX HORIZ. TL DEFL = -0.003" @ 4'- 10.8" 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 14.00/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6 Truss designed for wind loads o in the plane of the truss only. v m 0 0 to pti o/- -/ M-3x4 y i' J' 1-00 6-00 (PROVIDE FULL BEARING:Jts:2,3,41 JOB NAME: 5-A POLYGON NH - J5 <'.. aP 619 Scale: 0.4549 , �1/ZZ/PP /0* WARNINGS: GENERAL NOTES,unless otherwise noted: 41,r G / "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 ' T 92 O O P E f' Truss: J5 and Warnings before construction commences. building component.Applicability of design parameters and proper �e 2.204 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. ,0 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c,respectively unless braced throughout their length by N the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as sheathing(TC)) rywa( ) w4140011.. DATE: 8/22/2014 responsibilitybuilding designer. bridging plywood w C and/or II BC. A 00 des - C' the overall structure is the res nsibill of the 3.2z Impact bri i or lateral bracingrequired where shown++ SC/� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 OREGON to S E Q . : 6037177 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, L, u. design loads be applied to any component. and are for"dry condition"of use. I. a TRANS I D: 406556 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 Q 14 �iiy`�'- tabdcation,handing,shipment and Installation of components. necessary. is p i- OUL 6.This design is furnished subject to the imitations set forth by 8.PlateDesisshallbe locateassumes gdon both faces of truss,and placed so their center � � int center Ines. IIIIII III IIII(IIII IIII IIII II I IIII IIII M Te USA,lncTPI/WTCA In s/Comp aTrus Software 7.6.6(1 L)E I,copies of which will be furnished upon request. 10.For basic connector lines coincide with oplate design values see ESR-1311,ESR-1988(MITek) 9.Digits indicate size of plate In inches. EXPIRES;12/31/2015 IIE111IIIII 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 IC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF N16BTR SPACED 24.0" O,C. 2-3=(-132) 131 TO 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 OL 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" -10/ 346V -81/ 189H 5.50" 0.55 KDDF ( 625` 3'- 10.8" -165/ 160V 0/ OH 1.50" 0.26 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 60V 0/ OH 5.50' 0.10 KDDF ( 625` C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL r r, r r REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' 3-11-09 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 = 0.079' T T MAX TL CREEP DEFL = 0.000" @ 0'- 0.0' Allowed = 0.105" -/ MAX TC PANEL LL DEFL = 0.054' @ 2'- 2.1' Allowed = 0.367" MAX BC PANEL TL DEFL = -0.037" @ 3'- 1.4" Allowed = 0.339' 4 MAX HORIZ. LL DEFL = -0.002" @ 3'- 10.8' 12rf MAX HORIZ. TL DEFL = -0.002' @ 3'- 10.8" NOTE:Design assumes moisture content does 14.00/ not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6 Truss designed for wind loads o in the plane of the truss only. v N O . CO O /- LO VA O -/ 0� ►� .14 M-3x4 y y y 1-00 6-00 v ,� PRop, JOB NAME : 5-A POLYGON NH - J4 Scale: 0.5091 �. ("IF 15, WARNINGS: GENERAL NOTES,unless otherwise noted: t'Ct� �Z Z! gt-"jr 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual ' .9 PE 'C� 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. ,/ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �r�x. DES. BY EE is the res onslMli of the erector.Additionalpermanent bracingof 2'sc.and at 10'o.c,respectively unless braced throughout their length by 40111"' P H continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ' DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ! LY �1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responslbrity of the respective contractor. "SJ OREGON SEW. : 6037178 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, i( d N� design bads be appled to any component. and are for"dry condition"of use. / 7 y rxC ..1,., TRANS I D: 406556 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 ' 14 ��{ fabrication,handling,shipment and installation of components. necessary. n 1 t g P Po 7.Design assumes adequate drainage la provided. l., 8.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 TPINVECA in SCSI,copies of which will furnished upon request. lines coincide with jointcenterInches.9. indicate size of plate in Inches, MiTek USA,Inc./CO f1pulrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1110111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1.2= 0) 86 2-4= BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-81 106 O) 0 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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' -5/ 318V -62/ 153H 5,50" 0.51 KDDF ( 625) 2'- 10.8' -160/ 141V 0/ OH 1.50" 0.23 KDDF ( 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 53V 0/ OH 5.50" 0.09 KDDF ( 625` C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. DQND. 2' Design checked for net(-5 psf) uplift at 24 "oc spacin0 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = 0.000" @ 0'- 0.0' Allowed = 0.129" 2-11-09 MAX BC PANEL LL DEFL = -0.009" @ 2'- 8.6" Allowed = 0.254" 'r l' MAX TC PANEL TL DEFL = -0.016" @ 1'- 8.2" Allowed = 0.398' MAX BC PANEL TL DEFL = -0.030' @ 3'- 1.4" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.001" @ 2'- 10.8' MAX HORIZ. TL DEFL = 0.001" @ 2'- 10.8" 14.00 V I) (j NOTE:Design assumes moisture content does not 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, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 Truss designed for wind loads in the plane of the truss only. v co 0 0 to o/ pilLo0 cs ► ��4 -/ M-3x4 y )' y 1-00 (PROVIDE FULL BEARING;Jts:2.3.4 6-00 JOB NAME: 5-A POLYGON NH - J3 ,<(,. INPR2 Scale: 0.5712 �J IN 6:2 WARNINGS: GENERAL NOTES,unless otherwise noted: t,Lr, V 'r+ /,+ 1' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual • .92 S$PE C- Truss: J3 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 designers 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 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 AMP' the overall structure is the responsibility of the building designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). �.+"�' P,- DATE: 8/22/2014 w ty 9 9 3.2z Impact bridging or lateral bracing where shown++ 4.No load should be appked to any component until after all bracing and 4.Installation of truss Is the rasponsibikty of the respective contractor. 7 OREGON 4 SEQ. : 6037179 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, ry -1 A. design loads be applied to any component. and are for"dry condition"of use. / ,,{_ TRANS I D: 406556 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 Q 1 4 2 �Q`%- fabdcatlon,handing,shipment and installation of components. nesessary. - 6.This design Is furnished subject to the imitations set forth by7.Plates assumes adequate onne bothdrhlfae iso trus,provided. fi t-f`� 111111111110011111111111111111111101 9 ) 8.Plates shall be located faces of truss,and placed so their center t-'t TPIANTCA 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(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111 IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2.4=(0) 0 BC: 2x4 KDDF N16BTR SPACED 24.0' O.C. 2.3=(-62) 83 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 L 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/ 295V -44/ 117H 5.50" 0.47 KDDF ( 625) 1'- 10.8" -139/ 127V 0/ OH 1.50° 0.20 KDDF 625 Connector plate prefix designators: LL =25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 50V 0/ OH 5.50" 0.08 KDDF 625 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (GOND 2: Design checked for net( p=f)�plift at 24 'oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-09 MAX TC PANEL LL DEFL = 0.004' @ 0'. 12.0" Allowed = 0.163" MAX TC PANEL TL DEFL = -0.005' @ 1'- 1.4' Allowed = 0.244" T MAX BC PANEL LL DEFL = 0.009' @ 2'- 8.6' Allowed = 0.254" MAX BC PANEL TL DEFL = -0.023" @ 3'- 3.8' Allowed = 0.339' 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.8" 14.00/ MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.8" A- -1 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 1) 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 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), cs load duration factor=1.6, 01 Truss designed for wind loads O in the plane of the truss only. 7 CV O O -/ O� MOM ►/4 M-3x4 y y y 1-00 ti f 1: ,.• 6-00 00 JOB NAME : 5-A POLYGON NH - J2 Scale: 0.6380 "ti5� { 'p�qry Opt JOB WARNINGS: GENERAL NOTES,unless otherwise noted . '�^/ "�. '. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual ;92.*PE rf and WarNngs before construction commences. building component.Applicability of design parameters and proper Truss: J 2 Incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bradng must be installed where shown+, 2,Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2 o.c.and at 10'o.c.respectively unless braced throughout their length by 4� DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheethin C end/or d II BC. •° DATE' 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral brarequired where a shown++ ( jFd 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. -p x.OREGON I, SEQ. : 6037180 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 �� t( design loads be eppied to any component and are for"dry condition"of use. / 'q P of 4.. .. TRANS I D: 406556 5.CompuTrus hes no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim orwedge if Q 14 �ty necessary. �+. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. lR;14 Fl`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 so their center 11111111111111111111111 TPINYiCA in BCSI,copies of which will be furnished upon request. git cndicat with joint pcentertenches 9.DigitssIndicate 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. IIE111IIIII 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 M16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2.4=(0) 0 BC: 2x4 KDDF H1$BTA SPACED 24.0" O.C. 2-3=(-99) 174 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES OVERHANGS: 12.0' 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -170/ 327V -26/ 82H 5.50" 0.52 KDDF ( 625) 0'- 10.8° -74/ 166V 0/ OH 1.50" 0.27 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL GOND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' MAX TC PANEL LL DEFL = 0.001" @ 0'- 8.2" Allowed = 0.059' MAX IC PANEL TL DEFL = -0.001" @ 0'- 7.9" Allowed = 0,088" MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0,339" 0-11-09 T - MAX HORIZ. LL DEFL = -0.001' @ 0'- 10.8' MAX HORIZ. TL DEFL = 0.001' @ 0'- 10.8" 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 14.00 V Design conforms to main windforce-resisting system and components and cladding criteria. ANCHOR TO RESIST UPLIFT Wind: 140 m hl h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7.10{ /- (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 Truss designed for wind loads in the plane of the truss only. 0' o N. 0 v oy_ o o �� w o/- �� ►14 -/ -3x4 y ), ), 1-00 'PROVIDE FULL BEARING:Jts:2,3,41 6-00 JOB NAME: 5-A POLYGON NH - J1 Scale: 0.6505 .���� G'�" firs% WARNINGS: GENERAL NOTES,unless otherwise noted: . �+s"r -7 ''Tru1.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 00 PE 1-- Truss: ss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 4000100:004,0;,,,' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by po ty permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ` !• �. DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -ell 4.No bad should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "Sf OREGON 14 SEQ. : 6037181 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, �bs design loads be applied to any component. and are for"dry condition"of use. .2 '''''41,1, 20 4:- TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 14 �� fabrication,handling,shipment and installation of components. necessary. T" 7.Design assumes adequate drainage Is provided. e»4[7s y L1„ 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 rl VIII III VIII III'III VIII VIII'III'IIITPINVECA 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(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12 31/2015 IIE111IIIII 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 IC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 86 2- 8=(-50) 53 8- 7=( 0) 18 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2- 3=(-446) 289 7- 9=(-60) 63 7. 3=( 0) 52 WEBS: 2x4 KDDF STAND 3- 4=(-411) 287 3- 9=(-77) 73 LOADING 4- 5=(-237) 93 IC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -83) 0 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 11.6" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES Connector plate prefix designators: 0'- 0.0" 0/ 287V -133/ 325H 5.50" 0.46 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 2'- 10.8" -159/ 259V 0/ OH 1.50' 0.33 KDDF ( 625) M,M2OHS,MI8HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 8.8" 0/ 65V 0/ OH 5.50' 0.10 KDDF ( 625) 5'- 11.6" -209/ 221V 0/ OH 1.50" 0.28 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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" 6-11-09 MAX LL DEFL = -0.003' @ 6'- 11.6' Allowed = 0.096" MAX TL CREEP DEFL = -0.003' @ 6'- 11.6' Allowed = 0.128" MAX TC PANEL LL DEFL = 0.007' @ 1'- 2.4' Allowed = 0.196" MAX TC PANEL TL DEFL = 0.007' @ 1'- 2.4' Allowed = 0.295" MAX TC PANEL LL DEFL = 0.011" @ 4'- 8.8" Allowed = 0.290" MAX TC PANEL TL DEFL = -0.012" @ 4'- 7.5" Allowed = 0.434" MAX HORIZ. LL DEFL = -0.006" @ 5'- 10.8" MAX HORIZ. TL DEFL = -0.006" @ 5'- 10.8" o 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 14.00 7 Design conforms to main windforce-resisting c system and components and cladding criteria. Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, v o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, oM-4x6 Truss designed for wind loads in the plane of the truss only. � fillhh4444b 0 ,_. AINIOP N 6 o M-1"5x3 M-3x4 M-3x4 M 3x4 A- ,I, ; i' 2-03-12 3-08-04 ), ) ). ), 1-OO, 2-05-08 4-06-01 ), ), 6-00 0-11-09 'PROVIDE FULL BEARING:Jts:2,4,9,51 PROpe JOB NAME: 5-A POLYGON NH - J7C Scale: 0.2881 54' G Nf ,s' i�, WARNINGS: GENERAL NOTES,unless otherwise noted: 4Z.1 /2^/ lr'"S1 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 ' -920'0 P E 1 ' Truss: J 70 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 tared at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,� DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)and/or d II BC. ' DATE: 8/22/2014 �� s � ) the overall structure is the responsibility of the building designer. 3.2z 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. -v' OREGGN .c/ SEQ. : 6037182 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used In a non-corrosive environment, design beds be applied to any component end Cre for"dry condition"of use. �/ -7.}' r)O Z TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 1 4 �`i fabrication,handling,shipment and installation of components. Design ass -`R t�` g P P° 7.Design assumes adequate drainage is provided. - 1 4 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIII VIII(IIII(IIII(IIII VIII II III TPI/WTCA in BCSI,copies of which will be furnished upon request. Tangs coincidewith joint ate in nche. 9.Digits indicate size of plate in inches. MiTek USA,IAC./COrnpUTrus Software+7,6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111 IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF ff18BTR LOAD DURATION INCREASE = 1.15 1-2.1 0) 86 2-7=(-32) 52 7-6=( 0) 18 BC: 2x4 WOOF (i18BTR SPACED 24.0" O.C. 2.3=(-372) 267 6-8=(-39) 62 6.3=( 0) 52 WEBS: 2x4 WOOF STAND 3-4=(-338) 286 3.8=(-76) 48 LOADING 4-5=(-112) 82 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" 0/ 268V -119/ 265H 5.50' 0.43 KDDF ( 625) Connector plate prefix designators: 2'- 10.8" -205/ 274V 0/ OH 1.50" 0.35 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 8.8" 0/ 61V 0/ OH 5.50" 0.10 KDDF ( 625) M,M2OHS,M18HS,N16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.6" -83/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP [COND. 2: Design checked for net(-5 asf) uplift at 24 "oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" . MAX TC PANEL LL DEFL = -0.004" @ 1'- 5.6" Allowed = 0.196" MAX TC PANEL TL DEFL = 0.007" @ 1'- 2.4' Allowed = 0.295' 5-11-09 MAX TC PANEL LL DEFL = 0.016" @ 4'- 7.5" Allowed = 0.290' T f MAX TC PANEL TL DEFL = 0.015" @ 4'- 7.5' Allowed = 0.434' /- MAX HORIZ. LL DEFL = -0.004" @ 5'- 10.8" MAX HORIZ. TL DEFL = -0.004" @ 5'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00 V' Wind: 140 m ht h=22.7ft, TCDL=4.2,BCOL=6.0, ASCE 7.101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6 Truss designed for wind loads in the plane of the truss only. Tr M-4x6 to o 4Sao o,,- 9B - -/ = M-1.5x3 O " M-bx4 ' M-3x4 M-3x4 A- ,I, 1, , 2-03-12 3-08-04 ), ), ), y 1-001 2-05-08 3-06-08 y 6-00 [PROVIDE FULL BEARING;Jts:2,4,.8,51 JOB NAME: 5-A POLYGON NH - J6C �� s� PR 04 Scale: 0.3244 � �`�/Z�� /0� WARNINGS: GENERAL NOTES,unless otherwise noted: it,r 4 I/�7 -7 J6C 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 p E rTruss: J 6C and Warnings before construction commences. building component.Applicability of design parameters and proper /A 2.2x4 compression web bradng must be Installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additlonal temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent brach of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by P tY P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ i 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 OREGON 4f! SEQ. : 6037183 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D: 406556G A. .b �. design loads be appied to any component. end are for"dry condition"of use. -T.}'' 00- 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing u all supports shown.Shim or wedge if C3 1 4 4 �S fabrication,handling,shipment and installation of components. nesegsary. `n y S ` j g P Po 7.Design assumes uaeyuate drainage is provided. J'�rl by 6.This design is fumished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIII VIII I III IIII VIII(IIII IIII IIII TPINVECA in BCSI,copies of which will be furnished upon request. git coincidewith joint te In 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(MITA) EXPI RES:12/31/2015 1111111 11 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 N18BTR LOAD DURATION INCREASE = 1.15 1.2=) 0) 86 2-7=(-32) 52 7-6=( 0) 18 BC: 2x4 KDDF #18BTR SPACED 24.0' O.C. 2.3=(-372) 267 6.8=(-39) 62 6-3=( 0) 52 WEBS: 2x4 KDDF STAND 3.4=(-338) 286 3-8.(-76) 48 LOADING 4-5=(-112) 82 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" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" 0/ 268V -119/ 265H 5.50' 0.43 KDDF ( 625) Connector plate prefix designators: 2'- 10.8" -205/ 274V 0/ OH 1.50" 0.35 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 8.8" 0/ 61V 0/ OH 5.50" 0.10 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.6" -83/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc soacing.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.004' @ 1'- 5.6' Allowed = 0.196" MAX TC PANEL TL DEFL = 0.007" @ 1'- 2.4" Allowed = 0.295' 5-11-09 MAX TC PANEL LL DEFL = 0.016" @ 4'- 7.5" Allowed = 0.290' T f MAX TC PANEL TL DEFL = 0.015" @ 4'- 7.5" Allowed = 0.434" <- -v MAX HORIZ. LL DEFL = -0.004" @ 5'- 10.8" MAX HORIZ. TL DEFL = -0.004" @ 5'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00/ Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads c+ M-4X6 in the plane of the truss only. cO o o co t4 o� IIIIIIIhkkg4 A. 8....„ _. Plimmommmi Ls 7 M-1,5x3 M-3x4 M-3x4 M-3x4 y y i' 2-03-12 3-08-04 ,I, 1, y 1-001, 2-05-08 3-06-08 1 6-00 IPROVIDE FULL BEARING:Jts:2,4,8,51 OJOB NAME: 5-A POLYGON NH - J5C ‹���o p7 0. Scale: 0.3224 ,. t,1, std,ry� WARNINGS: GENERAL NOTES,unless otherwise noted: t4s -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 CC. '921 t P E t" Truss: J5C 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. .+` �/ 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at f j DES. BY: EE Is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by pon ty permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or d ywa(Bc>. 0,00100P DATE: DATE: 8/22/2014responsibilitythe overall structure is the of the building designer. 3.2x Impact bridgingor lateral bracing required where shown++ te " 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. qL OREGON �'f SEQ. : 6037184 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 ,`0 design bads be applied to any component and are for"dry condition"of use. ,'" r' TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing et all supports shown.Shim or wedge if 4 1 4 L- fabrication,handling,shipment and Installation of components, necessary. qA� 7.Design assumes adequate drainage is provided. 'v/ `R R`t - 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 r''11!l b 111111111111 I IIII VIII IIll)I II IIIITPI/WrCA In BCSI,copies of which will be furnished upon request. lines coincide with joinptt 10.FFcenter Ines. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-EIn Inches. nt 9. arbasi Digits indicate onnectorplate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111111 11 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) 86 2.7={-58 82 7.6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=)-150) 0 6.8=(.70) 98 6-3=( 0) 52 WEBS: 2x4 KDDF STAND 3.4=( -14) 44 3.8=(-119) 86 LOADING 4.5=) 0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -34/ 317V -63/ 154H 5.50" 0.51 KDDF ( 625) Connector plate prefix designators: 2'- 10.8" -101/ 127V 0/ OH 1.50" 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" 0/ 88V 0/ OH 5.50" 0.14 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP ICOND. 2: Design checked for net(-5 oaf) uplift at 24 "oc spacing.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.004" @ 2'- 3.8" Allowed = 0.159" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.129" MAX TO PANEL LL DEFL = 0.006" @ 1'- 2.4" Allowed = 0.196" 3-11-09 MAX BC PANEL TL DEFL = -0.008" @ 3'- 9.4" Allowed = 0.201" T T MAX HORIZ. LL DEFL = 0.005" @ 5'- 8.8' /- -/ MAX HORIZ. TL DEFL = 0.006" @ 5'- 8.8" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 14.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 Wind: 140 mphh=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7'10, ii o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, fi rTruss designed for wind loads o in the plane of the truss only. ✓ 4 c▪m 0 (O ... .„. o AI H � � .� tI�� O mi=t6 M-1.5x3 o �� w MZ3x4 0 M-3x4 M-3x4 1, y y 2-03-12 3-08-04 y )' y ), 1-00 , 2-05-08 3-06-08 y 6-00 (PROVIDE FULL BEARING;Jts:2,4,8( JOB NAME : 5-A POLYGON NH - J4C , N-, t� PRQ��s� Scale: 0.4172 `5 ``` /Z / /0 WARNINGS: GENERAL NOTES,unless otherwise noted: co 4v rp7E 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 �- .92.11 E r Truss: J4C and Warnings before construction commences. building component.Appicabllity 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. l/ o.c.and at 10'o.c.respectively unless braced throughout their length by 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility2'of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ a CC �1 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 OREGON 4l/ SEQ. : 6037185 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;. N t, design loads be eppied to any component. and are for"dry condition"of use. / 'g}� 2.Q v,--,.. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at at supports shown.Shim or wedge If 1 4 fabrication,handling,shipment and Installation of components. necessary. y i ` g P Po 7.Design assumes adequate drainage Is provided. Y1-. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be locatedonboth faces of truss,and placed so their center I,copies of mished upon lin s coincide with 1111111111111111111 MITe SAnInCJCompuT S which Softwareh+7.6.6(1 L)Erequest. 10.For basic connectoroplate design values see ESR-1311,ESR-1988(MiTek) int center lines. 9.Digits indicate size of late In Inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2= 0) 86 2-6. -58) 82 6.5=( 0) 18 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=I 15O)14) 44 5. 7=(-70) 98 5.3='-110` 86 52 WEBS: 2x4 KDDF STAND 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 SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -33/ 317V -62/ 153H 5.50" 0.51 KDDF625 LL = 25 PSF Ground Snow (Pg) 2'- 10.8' -108/ 72V 0/ OH 1.50" 0.11 KDDF ) 625` Connector plate prefix designators: 6'- 0.0" 0/ 88V 0/ OH 5.50" 0.14 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net)-5 osfl uplift at 24 "oc soacing.1 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 2-11-09 AND BOTTOM CHORD�� LIVE LOADS ACT NON-CONCURRENTLY, MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.004" 9 2'- 3.8" Allowed = 0.159" -/ MAX LL DEFL = 0.000' @ 0'- 0.0" Allowed = 0.129" 12 MAX TO PANEL LL DEFL = 0.006" @ 1'- 2.4" Allowed = 0.196" M-4x6 MAX BC PANEL TL DEFL = -0.008" @ 3'- 9.4' Allowed = 0.201" 14.00 7 4 MAX HORIZ. LL DEFL = 0.005" @ 5'- 8.8" MAX HORIZ. TL DEFL = 0.006" @ 5'- 8.8" NOTE:Design assumes moisture content does 4N not exceed 19% at time of manufacture. � Design conforms to main windforce-resisting 44....... system and components and cladding criteria. Wind: 140 mppht h=2lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, CD M (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), r load duration factor=l.6, cx Truss designed far wind loads o in the plane of the truss only. ,-/-- _ -V � �� �� 0 M-1.5x3 o� ► v-3x4 8 M-3x4 M-3x4 A- 2-03-12 3-08-04 1-00 y 2-05-08 3-06-08 y 6-00 iPROVIDE FULL BEARING:Jts:2,4,71 JOB NAME : 5-A POLYGON NH - J3C ����° wRQ �,s Scale: 0.5570 CJ ! )G(ry�/r(;. f WARNINGS: GENERAL NOTES,unless otherMse noted: ` V /zz t Irr 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4 . T.920 0 PE 1' Truss: J3C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2z4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to bethroughout laterally braced at 1• � DES. BY: EE 2'o.c.and at 10'o.c.such tivey unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywell(BC). "fir,- DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /(,'t�- 4.No bad should be appied to any component until after aH bracing and 4.Installation of truss is the responsibility of the respective contractor. L QREG(7N .w SEQ. : 6037186 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used In a non-corrosive environment, 1>` design loads be applied to any component, nand are for'dry condition"of use. TRANS I D 406556 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 y 14 h fabrication,handing,shipment and installation of components. Decessary. p [�p t S 6.This design is furnished subject to the imitations set forth by 8.Platesshallbe loassumes cated both faces drainage of truss,and placed so their center � n.T'1 `'^^ IIIIII VIII VIII I I I(IIII VIII VIII IIII IIII TPI/WTCA In SCSI copies of which will be furnished upon request. git coincidenctwith jointpate center che. 9.Digits indicate size of plate in inches. `p MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10,For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111 11111 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 k1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2-6=(-30) 39 6.5= 0 8 BC: 2x4 KDDF #I&BTR SPACED 24.0" 0.C. 2-3=(-96) 0 5. 7=(-43) 53 5.3= 0 49 WEBS: 2x4 KDDF STAND 3.4=(-33 35 3.7= -56 45 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 SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -33/ 281V -44/ 117H 5.50' 0.45 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 10.8' -144/ 97V 0/ OH 1.50" 0.16 KDDF 625) Connector plate prefix designators: 6'- 0.0" 0/ 62V 0/ OH 5.50' 0.10 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, ICOND. 2: Design checked for nett-5 osfl plift at 24 'oc spacing,' BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" T f MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.001" @ 1'- 4.2" Allowed = 0.069' MAX LL DEFL = 0.000" @ 5'- 4.7' Allowed = 0.179" 12MAX TC PANEL TL DEFL = 0.004" @ 0'- 10.4' Allowed = 0.140" 14.00 7 MAX BC PANEL TL DEFL = -0.013" @ 3'- 4.2" Allowed = 0.222" MAX HORIZ. LL DEFL = -0.002" @ 5'- 4.7" M-4x6 MAX HORIZ. TL DEFL = 0.002' @ 5'- 4.7" re content does II, not Eexceedn19%n attime of assumes umanufacture. #ffiliiiiimm......_ osystem andfcoms no tsin dicladdingrcriterig system and components and cladding criteria. oWind: 140 mpph h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, c� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 "d' Truss designed for wind loads o b.- in the plane of the truss only. ci . a mit7 -/ o M-3x4 o M-1.5x3 o� �� 6 0 M-3x4 M-3x4 i 1, ), ), 1-03-12 4-00-15 0-07-05 y y ), I 1-00 j, 1-05-08 4-06-08 ,1 'PROVIDE FULL BEARING;Jts:2,4,71 6-00 JOB NAME: 5-A POLYGON NH - J2C Scale: Q.6,94 •.;<'s�.��jG/N2 yE�.`siPr va WARNINGS: GENERAL NOTES,unless otherwise noted: s"`` ^� t�- 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 :920 0 P E Truss: J 2C 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. "Aile 0.40***#'' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,�„ '' DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)C end/or d ll BC. DATE: 8/22/2014 ga s ( ) -"II C' the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No bad should be applied to any component until atter all bracing and 4.Installation of truss is the responsibility of the respective contractor. "fir ,y OREGON (/f SEQ. : 6037187 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 ff r� /� A C C design bads be applied to any component. and are for"dry condition"of use. -' '�i"' . �..�,.. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V 14 fabrication,handling,shipment and Installation of components. Desessary. ( R R 1 y y P P° 7. necessary. Design assumes adequate drainage is provided. b 6.This design is furnished subject to the limitations set forth by 8.Plates shall be locatedppon both faces of truss,and placed so their center lin s de with int 1111111111111111111111 VM Te USA,lr1C./CompuT STPINVTCA in BCSI,copies of 'Software 7.6 6(1 L)Z ch will be furnished upon request. 10.Fobasic con ectoroplatee nter Nnes. 9.Digitsdesign values see ESR-1311,ESR-1988(MiTek) Indicate size of late in inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 114 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-159) 91 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 OL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 24.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -82/ 513V -57/ 192H 5.50' 0.82 KDDF ( 625` Connectorplate prefix designators: 1'- 9.2' -113/ 294V 0/ OH 5.50" 0.47 KDDF 625 9 LL =25 PSF Ground Snow (Pg) 7'- 11.8" -101/ 192V 0/ OH 1.50" 0.31 KDDF ( 625` C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. �COND. 2: Design checked for net( p�f)�ptift at 24 "oc spacin6 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.036" @ -2'- 0.0' Allowed = 0.200' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043' @ -2'- 0.0" Allowed = 0.267' 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" MAX HORIZ. LL DEFL = -0.001" @ 7'- 11.1" MAX HORIZ. TL DEFL = -0.001" @ 7'- 11.1" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture, 12 ' Design conforms to main windforce-resisting system and components and cladding criteria. 7.00 / Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dlr), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. co 0 rn o ui 0 0 0 to Itaillilli c. (:, 2 10=.014 0"--=-4 ---/ M-3x4 1 ,-- ), ), y y 2-00 2-00 5-11-13 'PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : 5-A POLYGON NH - SJ2 4ti,,>~t� PRO F��A"' Scale: 0.4859 GJ ,},ty��,/G�(}N+//ilr �, WARNINGS: GENERAL NOTES,unless otherwise noted: C I Vf G f�i 'e SJ2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual Q 4 i' !9 0 PE r- T r u s s: SJ 2 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. 4` 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top and bottom chords to be laterally-braced at DES. BY: EE 2'o.c,and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of411,400.* the overall structure is the responsibility of the buildingdesigner. 2xcoImpact sheathing such asb bplracing oed sured where s shown rr drywell(BC). ' DATE: 8/22/2014 Po y 9 3.2x Impact bridging or lateral bracing required where ++ Cr t1 4.No bad should be applied to any component until aver all bracing and 4.Installation of truss is the responsibiity of the respective contractor. 7` A OREGON TRANS I D: 406556 d, S E Q 5.Design assumes trusses are to be used in a noncorrosive environment, tx design bads be applied to any component. and are for"dry condition"of use. ./ .r�',,, ,) 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 1 4 2. �� fabrication,handIng,shipmentnecessary. �`' g and installation of components. 7.Design assumes adequate drainage is provided. '^.PRO- 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 1111111111111111111111 TPINYfCA in BCSI,copies of which will be famished upon request. Digit coincide with joint aInes. 9.Digits indicate size of plate to 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 1E11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 114 2.4=(0) q BC: 2x4 KDDF M1&BTR SPACED 24.0" 0.C. 2.3=(-90) 48 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 11L ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. SPECIES OVERHANGS: 24.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -160/ 578V -30/ 119H 5.50' 0.92 KDDF ( 625` 1'- 9.2" -123/ 62V 0/ OH 5.50' 0.10 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.8" -44/ 94V 0/ OH 1.50' 0.15 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc s acp ing REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 I BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.036" @ -2'- 0.0' Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX BC PANEL LL DEFL = 0.003' @ 1'- 0.1' Allowed = 0.054" 12 MAX TC PANEL TL DEFL = 0.007° @ 1'- 5.1" Allowed = 0.407" 7.00 7' MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.1" / -/ MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.1' NOTE:Design assumes moisture content does not 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 7-10t (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co o load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. LO N O▪) O a) O,,- O CD/'- 2ilillviii 4 M-3x4 1 y 1, y 1, 2-00 2-00 1-11-13 PROVIDE FULL BEARING'Jts:2 4 3 JOB NAME: 5-A POLYGON NH - SJ1 scale: 0.6869 ��4‹ Nf tys/(? WARNINGS: GENERAL NOTES,unless otherwise noted: 44., ^/ -7 S..11 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual ""- I92 0 0 P E r Truss: S I 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. f 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by P ly P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ to t' 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. 17 OREGONts. '�</ SEQ. : 6037189 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. 7a N. design Mads be appied to any component. end are for"dry condition"of use. / "7 Q .}- TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge ifL. 14 ��. fabrication,handin,shipment and installation of components. necessary. eR r t�h g P Po 7.Plates assumes adequateed draface I os f ass, 1 t. 6.This design is famished 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 I III VIII VIII VIII IIII IIIITPINVTCA In BCSI,copies of which will be furnished upon request. dings coincide with joint center ache. 9.Digits indicate size of plate In hiches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1989(MiTek) EXPIRES:12/31/2015 This design prepared from computer input by IIII II VIII PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1.2= 0) 72 2-5=(-37) 50 3-5=(-178) 140 BC: 2x4 KDDF #18BTR SPACED 24,0" 0.C. 2-3=I.82) 64 WEBS: 2x4 KDDF STAND 3.4= 7 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON, DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" 0'- 0.0" -128/ 546V -22/ 80H 5.50' 0.87 KDDF625 LL = 25 PSF Ground Snow (Pg) 5'- 9.5' -27/ 235V 0/ OH 5.50' 0.38 KDDF ) 625` Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, MONO. 2: Design checked for net(-5 nsfl uplift at 24 'ac s acp ing�I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.040' @ -2'- 0,0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX TC PANEL LL DEFL = 0.059" @ 3'- 1.6" Allowed = 0.318" 5-05-12 0-03-12 MAX TC PANEL TL DEFL = -0.072' @ 2'- 11.4" Allowed = 0.476' MAX HORIZ. LL DEFL = 0.000" @ 5'- 5.8' 12 MAX HORIZ. TL DEFL = 0.000' @ 5'- 5.8° 4.00 L" NOTE:Design assumes moisture content does not exceed 19`k at time of manufacture. M-1.5x3 Design conforms to main windforce-resisting A- 4 system and components and cladding criteria, 3 Wind: 140 mph, h=20.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 X load All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), duration factor=l"�, Truss designed for wind loads N v M in the plane of the truss only. 0 0 p N N iO 7/- r) _leiBt o 2► ►�5 1 M-3x4 M-1.5x3 7- .1' J' i' 5-05-12 0-03-12 y y ,1 2-00 5-09-08 JOB NAME: POLYGON PLAN 5A NH - H2 Scale: 0.6156 �CJ�� � �N c$0, WARNINGS: GENERAL NOTES,unless otherwise noted: t{✓ (n ✓t // -7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4t' .921 0 P CC L" 1" Truss: 1 u 12 and Warnings before construction commences. building component.Applicability of design parameters and proper �1r 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. +' //IF 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �' continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/3/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ CC SEQ. 4.No load should be spied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON 40S E Q ,, . : 6048198 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, ,, � \b. design loads be appied to any component. and are for"dry condition"of use. / }s Q 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge if /} 14 24 TRANS I D: 40731 1 fabrication,handing,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. ,( 'R R tO- 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 ines coincide with int center lines. III III VIII 11111 1111 VIII IllIII IIII MTe USA,lnc./CompuT S Software 7.6 6(1�)-En request. 10.IFor basic co nectoroplate design values see ESR-1311,ESR-1988(MiTek) 9.Digits indicate size ofplate in inches. INVTCA In BCSI,copies of which will be furnished EXPIRES:12/31/2015 IIIIIII 1111 This design prepared from computer input by PACIFIC LUMBER-BC 11 LUMBER SPECIFICATIONS TRUSS SPAN 2'- 7.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF N16BTR SPACED 24.0" O.C. 2-3=(-57) 13 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: 24.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -144/ 476V 0/ 48H 31.00° 0.76 KDDF ( 625 2'- 6.2" -29/ 61V 0/ OH 1.50" 0.10 KDDF 625) 1 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 2'- 7.0" -70/ 22V 0/ OH 0.00" 0.00 KDDF 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND 2 Design checked for net( nsf) uplift at 24 "ac spacing. REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = •0.043" @ -2'- 0.0" Allowed = 0.267" 12 MAX HORIZ. LL DEFL = -0.000" @ 2'- 6.2" 4.00 L MAX HORIZ. TL DEFL = -0.000" @ 2'- 6.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140( mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ((All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 Tsddesignedfforowind6loads in the plane of the truss only. 11110111 Igi o NI- CV O rus a ca M-3x4 1, 1, y 2-00 2-07 ��0,c,0 PROFESS JOB NAME : POLYGON PLAN 5A NH - H1 Scale: 0.7786 5 WARNINGS: GENERAL NOTES,unless otherwise noted: ' -'7/3111' 'OO'rr�� - "r /� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 1: '.9210 P E r and Warnings before construction commences. building component.Applicability of design parameters and proper y' Truss: H 1 Incorporation of component Is the responsibility of the building designee "" 2.204 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by #`,Blrs - DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ` � DATE: 9/3/2014 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 apphed to any component until after all bracing and 4.Installation of truss is the responsibitty of the respective contractor. 17OREGON 1k j t SEQ. : 6048199 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. ', N. A.. TRANS I D: 407311 design loads be applied to any component, 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of use. E Design assumes full bearing at all supports shown.Shim or wedge If V�h 7 Y 14 2,Q �"�° r necessary. `' Rik- 6. handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIII VIII VIII VIII VIII VIII IIII IIIITPIM/rCA in SCSI,copies of which will be furnished upon request. lines coincide with jointae Ines. 9.Digitsindicate osisize off plate In to inches. r M iTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/311201.5